CN207280875U - Large scale brittle rock mass characteristic strength test device - Google Patents
Large scale brittle rock mass characteristic strength test device Download PDFInfo
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- CN207280875U CN207280875U CN201721123432.7U CN201721123432U CN207280875U CN 207280875 U CN207280875 U CN 207280875U CN 201721123432 U CN201721123432 U CN 201721123432U CN 207280875 U CN207280875 U CN 207280875U
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Abstract
It the utility model is related to a kind of large scale brittle rock mass characteristic strength test device.The purpose of this utility model is to provide a kind of large scale brittle rock mass characteristic strength test device, and characteristic strength measurement is carried out at the scene to realize.The technical solution of the utility model is：A kind of large scale brittle rock mass characteristic strength test device, it is characterised in that：Being excavated at the scene in rock mass has auxiliary tunnel, has test hole and confined pressure hole toward excavation in rock mass on the abutment wall of auxiliary tunnel side, tests in hole and is laid with some monitoring holes to confined pressure hole direction, monitoring instrument is set in monitoring holes；Ecto-entad is equipped with fill concrete layer, cushioned material layer and high intensity steel cylinder successively in confined pressure hole, and closing door is set at the hole of confined pressure hole；The filling device and drainage arrangement in connection confined pressure hole are equipped with auxiliary tunnel.The utility model is suitable for underground rock project field, has the larger hydroelectric project of high requirement, buried depth, petroleum storage engineering, nuclear waste disposal engineering etc. especially for Test in Situ intensity.
Description
Technical field
It the utility model is related to a kind of large scale brittle rock mass characteristic strength test device.Led suitable for underground rock project
Domain, has the larger hydroelectric project of high requirement, buried depth, petroleum storage engineering, nuke rubbish especially for Test in Situ intensity
Handling project etc..
Background technology
With flourishing for economic construction of China, the infrastructure construction under complex geological condition is also on the increase, special
Be not to occur substantial amounts of deep-buried underground engineering in recent years to need to build, in these engineerings there is it is substantial amounts of grow up tunnel and
Large underground hole group, its outstanding feature are that buried depth is big, complex geologic conditions, crustal stress are horizontal high, and country rock can go out after excavating
Existing fracture damage, the presence of fracture damage will have an important influence on the security of engineering, be flowing, the nuke rubbish of underground water
Diffusion etc. provides passage.To be stress level particularly thorny with rock mass strength for damage as a result, therefore, the research for rock mass strength
Have become international research hotspot.
On the strength study of small scale brittle rock, the achievement in research compared with horn of plenty is had been achieved for.Should according to difference
The different phase of densification, extension, connection and the perforation of the horizontal lower rock interior crackle of power, by the stress-strain diagram of brittle rock
It is divided into densification, elasticity, crack propagation and the unstable extension four-stage of crackle, the closure strength occurred in this four-stage,
Open resistance to spalling, damage strength is referred to as characteristic strength, correspond to crackle densification, crack initiation, crack propagation three phases respectively,
Can be by coordinating what sound wave, sound emission, stress and displacement sensor can be more accurate to determine, wherein opening in testing indoors
Resistance to spalling is about 40%~50% compressive strength of rock, and damage strength is about 70~80% compressive strength of rock.It is right at present
In the research of small scale brittle rock characteristic strength, also it is concentrated mainly under the conditions of uniaxial loading, under the conditions of having a confined pressure
Rock characteristic strength study, depends on load-deformation curve, lacks direct test equipment.
Above-mentioned research is all based on what is be unfolded on the basis of laboratory test, and the object of experiment is both for small scale rock
Block, and complete rock can be seldom run into engineering practice, be more comprising different type, different dimensional structure faces it is big
Scale rock mass, and the selection of rock mass strength parameter is most important for the mechanical behavior for estimating underground engineering surrounding rock body.
It is rock test and Test in Situ another difference is that stress path in laboratory in addition to the difference on scale
Difference.Rock sample is subjected to complete stress relieving in sampling process, during uniaxial compression or triaxial compressions
Need the constant load path in the direction for bearing dullness.And in putting into practice at the scene, the rock mass around underground engineering will necessarily be undergone
One entirely different more complicated stress path, it is difficult real simulation that this stress path is merely by laboratory test
's.
The content of the invention
The technical problems to be solved in the utility model is：For above-mentioned problem, there is provided a kind of large scale brittleness rock
Body characteristics strength testing device, characteristic strength measurement is carried out to realize at the scene.
Technical solution is used by the utility model：A kind of large scale brittle rock mass characteristic strength test device, it is special
Sign is：Being excavated at the scene in rock mass has auxiliary tunnel, has test hole and confined pressure toward excavation in rock mass on the abutment wall of auxiliary tunnel side
Hole, tests in hole and is laid with some monitoring holes to confined pressure hole direction, monitoring instrument is set in monitoring holes；
Ecto-entad is equipped with fill concrete layer, cushioned material layer and high intensity steel cylinder, confined pressure successively in the confined pressure hole
Closing door is set at the hole of hole；The filling device and drainage arrangement in connection confined pressure hole are equipped with the auxiliary tunnel.
In the test hole to confined pressure hole direction be laid with for the different confined pressure stages to rock mass carry out sonic test and
The long view hole of borehole television scanning.
The filling device is including being arranged in auxiliary tunnel, the compressed water generation apparatus containing valve and pressure gauge, compressed water generation apparatus warp
Charging pipe is connected in the confined pressure hole；The drainage arrangement includes the draining shaft being arranged in auxiliary tunnel and prolongs out of confined pressure hole
Extend the drainpipe of draining shaft.
The monitoring instrument includes hollow inclusion stress gauge, multipoint displacement meter and acoustic emission probe.
Spacing is to be more than between 2~3 times of test Dong Dong footpaths, the length in the test hole between the confined pressure hole and test hole
3 times of auxiliary tunnel holes footpath.
The confined pressure Dong Dong footpaths are 1m, and test Dong Dong footpaths are 2m, and auxiliary tunnel hole footpath is 4~6m.
The intensity of the high intensity steel cylinder is more than 20MPa.
Spacing distance is more than 1 times of confined pressure Dong Dong footpath between the monitoring holes and confined pressure hole hole wall, and monitoring holes respectively enclose by correspondence
Press hole upper, middle and lower arrangement.
The test hole hole type is round；Confined pressure hole hole type is round.
A kind of large scale brittle rock mass characteristic strength test method, it is characterised in that step is as follows：
1st, auxiliary tunnel is excavated；
2nd, toward excavation test hole in rock mass on the abutment wall of auxiliary tunnel side, and to the confined pressure hole side for intending excavating in test hole
To long view hole and some monitoring holes are laid, monitoring instrument is arranged in monitoring holes, monitoring instrument includes hollow inclusion stress gauge, multiple spot
Displacement meter and acoustic emission probe；
3rd, on abutment wall of the auxiliary tunnel with test hole homonymy toward excavation confined pressure hole in rock mass, after designated length is excavated to,
Stop excavating and keep 1 time-of-week, it is ensured that country rock season cracking is basically completed；
4th, construct successively on the wall of confined pressure hole hole fill concrete layer, cushioned material layer and high intensity steel cylinder；
The 5th, filling device and drainage arrangement in connection confined pressure hole is set in auxiliary tunnel, and set and seal at auxiliary tunnel hole
Close door；
6th, water-filling in the closed chamber formed to closing door and confined pressure hole by filling device, increases into closed chamber every time
Add the water pressure of 1MPa and kept for a period of time；
If monitoring first, there is obvious growth in acoustie emission event, substantially reducing occurs in sound wave, and surpasses corresponding to rock mass
Cross and opened resistance to spalling, recorded hydraulic pressure, hollow inclusion stress gauge, multipoint displacement meter reading at this time；
Continue to increase water pressure into closed chamber, when second of obvious growth occurs in acoustie emission event, correspond to
Rock mass has exceeded damage strength, records hydraulic pressure, hollow inclusion stress gauge, multipoint displacement meter reading at this time.
The beneficial effects of the utility model are：The utility model by setting confined pressure hole at the scene in rock mass and passes through test
The monitoring holes that hole is set towards confined pressure hole, and the monitoring instrument being arranged in monitoring holes, can directly carry out feature at the scene
Ionization meter, and by thinking to control the hydraulic pressure in confined pressure hole, change confined pressure condition, excitation rock mass is under different stress conditions
Excavation response, by system monitoring instrument, capture the excavation response of rock mass, disclose the evolutionary process of fracture damage in rock mass,
Determine the characteristic strength of large scale rock mass, the degree of injury for underground engineering periphery rock mass judges and design of its support provides foundation.
Brief description of the drawings
Fig. 1 is the horizontal layout schematic diagram of embodiment.
Fig. 2 is that the section of embodiment arranges schematic diagram.
Embodiment
As shown in Figure 1 and Figure 2, the present embodiment is a kind of large scale brittle rock mass characteristic strength test device, has auxiliary tunnel
5th, confined pressure hole 6, test hole 7 and monitoring holes 8 etc..
Excavate auxiliary tunnel 5 in this example in rock mass at the scene, the effect of auxiliary tunnel 5 is for construction testing hole 7 and confined pressure hole
6, and also serve as the advanced exploratory heading of geology, it is ensured that the rock mass of test site is representative, and does not have large scale structure face or tomography
The influence of band, 5 hole footpath of auxiliary tunnel are generally 4~6m.
Multiple test holes 7 and confined pressure hole 6 are formed toward excavation in rock mass on the side abutment wall of auxiliary tunnel 5, test hole 7 is with enclosing
Pressure hole 6 is alternately arranged.
In order to eliminate the influence of tunnel shape, test 7 hole type of hole is round.Test 7 hole footpath of hole is about 2m, length requirement
More than 3 times 5 hole footpaths of auxiliary tunnel, preselect 20~30m.Some monitoring holes 8 are laid with to 6 direction of confined pressure hole in test hole 7, are monitored
The distance between hole 8 and 6 hole wall of confined pressure hole 6 hole footpath of more than 1 times confined pressure hole, and monitoring holes 8 are corresponded to on confined pressure hole 6 respectively
Portion, middle part and lower disposed, are responded with guaranteeing truly to monitor the excavation in country rock hole 6.The hollow bag of arrangement in monitoring holes 8
Monitoring instruments such as body stress meter, multipoint displacement meter, acoustic emission probe, and arrange long view hole 9, the different confined pressure stages to rock mass into
Row sonic test and borehole television scanning.
In order to eliminate the influence of tunnel shape, 6 hole type of confined pressure hole is round, and 6 hole footpath of confined pressure hole is about 1m, confined pressure hole 6
Pitch requirements between test hole 7 are between 2~3 times of test 7 hole footpaths of hole, generally 4~5m.Set in confined pressure hole 6 closed
Structure, the main ecto-entad of closed structure are set in turn in fill concrete layer 601 in confined pressure hole 6, cushioned material layer 602
(cushioned material layer is using polyethylene foams or polystyrene foam plastics) and high intensity steel cylinder 603, to ensure confined pressure
Pressure in hole 6 can be delivered to rock mass, and wherein the intensity requirement of high intensity steel cylinder 603 is more than 20MPa, to ensure confined pressure hole 6
Interior to keep higher hydraulic pressure, the rock mass confined pressure for testing 7 periphery of hole has higher adjustment amplitude, excites rock crack
, there is the different lesion ruptures stages, to obtain corresponding characteristic strength in extension.This example sets envelope at the hole in confined pressure hole 6
Door 2 is closed, closed chamber can be formed in confined pressure hole 6 by closing closing door 2.
Filling device and drainage arrangement are set in the present embodiment in auxiliary tunnel 5, and filling device includes containing 11 He of valve
The compressed water generation apparatus 12 and charging pipe 4 of pressure gauge 10, compressed water generation apparatus are located in auxiliary tunnel 5, are connected by charging pipe 4 in confined pressure hole 6；
Drainage arrangement includes draining shaft 3 and drainpipe 1, the draining shaft being located in confined pressure hole 6 through the connection of drainpipe 1 in auxiliary tunnel 5
3。
The concrete construction method of the present embodiment is as follows：
1st, auxiliary tunnel 5 is excavated.
2nd, after the completion of auxiliary tunnel 5 excavates, the abutment wall in 5 side of auxiliary tunnel excavates test hole 7 first, and in test hole 7
Some monitoring holes 8 are laid to 6 direction of confined pressure hole for intending excavating, arrangement hollow inclusion stress gauge, multi-point displacement in monitoring holes 8
The monitoring instruments such as meter, acoustic emission probe, and arrange long view hole 9, sonic test and drilling are carried out to rock mass in the different confined pressure stages
Television scanning.
3rd, after the completion of all monitoring instrument debugging, opened on abutment wall of the auxiliary tunnel 5 with testing 7 homonymy of hole using mechanical system
Confined pressure hole 6 is dug, and keeps low rate of excavation, avoids that periphery rock mass is caused to damage, after designated length is excavated to, stops out
Dig, and keep 1 time-of-week, it is ensured that country rock season cracking is basically completed.
4th, after confined pressure hole 6 is constructed, ecto-entad sets gradually fill concrete layer 601, fender in confined pressure hole 6
The bed of material 602 and high intensity steel cylinder 603, cushioned material layer 602 are arranged on 6 hole wall of confined pressure hole, it is ensured that hydraulic pressure can be delivered to week
Side rock mass.
The 5th, filling device and drainage arrangement in connection confined pressure hole 6 is set in auxiliary tunnel 5, and set at 5 hole of auxiliary tunnel
Put closing door 2；
6th, closing door 2 is closed, the closed chamber with high intensity steel cylinder 603 for inner wall is formed in confined pressure hole 6, passes through water-filling
Device water-filling into closed chamber, increases the water pressure of 1MPa into closed chamber and is kept for a period of time, it is ensured that applied every time
Pressure can pass to country rock, and pay close attention to the change of monitoring instrument；
If obvious growth occurs in acoustie emission event first, substantially reducing occurs in sound wave, exceed corresponding to rock mass
Resistance to spalling is opened, records hydraulic pressure, hollow inclusion stress gauge, multipoint displacement meter reading at this time；
Continue to increase water pressure into confined pressure hole 6, when second of obvious growth occurs in acoustie emission event, corresponding to rock
Body has exceeded damage strength, records hydraulic pressure, hollow inclusion stress gauge, multipoint displacement meter reading at this time.
Claims (9)
- A kind of 1. large scale brittle rock mass characteristic strength test device, it is characterised in that：Being excavated at the scene in rock mass has auxiliary tunnel (5), there are test hole (7) and confined pressure hole (6) toward excavation in rock mass on the abutment wall of auxiliary tunnel (5) side, test hole (7) is interior to confined pressure Hole (6) direction is laid with some monitoring holes (8), and monitoring instrument is set in monitoring holes (8)；The interior ecto-entad of the confined pressure hole (6) is equipped with fill concrete layer (601), cushioned material layer (602) and high intensity successively Steel cylinder (603), closing door (2) is set at confined pressure hole (6) hole；The water-filling of connection confined pressure hole (6) is equipped with the auxiliary tunnel (5) Device and drainage arrangement.
- 2. large scale brittle rock mass characteristic strength test device according to claim 1, it is characterised in that：The test hole (7) it is laid with confined pressure hole (6) direction for carrying out sonic test and borehole television scanning to rock mass in the different confined pressure stages Long view hole (9).
- 3. large scale brittle rock mass characteristic strength test device according to claim 1, it is characterised in that：The water-filling dress Put including being arranged in auxiliary tunnel (5), the compressed water generation apparatus (12) containing valve (11) and pressure gauge (10), compressed water generation apparatus (12) warp Charging pipe (4) is connected in the confined pressure hole (6)；The drainage arrangement include being arranged at draining shaft (3) in auxiliary tunnel (5) and The drainpipe (1) of draining shaft (3) is extended in from confined pressure hole (6).
- 4. large scale brittle rock mass characteristic strength test device according to claim 1, it is characterised in that：The monitor Device includes hollow inclusion stress gauge, multipoint displacement meter and acoustic emission probe.
- 5. large scale brittle rock mass characteristic strength test device according to claim 1, it is characterised in that：The confined pressure hole (6) spacing is to be more than 3 times of institutes between 2~3 times of test hole (7) hole footpaths, the length of test hole (7) between test hole (7) State auxiliary tunnel (5) hole footpath.
- 6. large scale brittle rock mass characteristic strength test device according to claim 5, it is characterised in that：The confined pressure hole (6) hole footpath is 1m, and test hole (7) hole footpath is 2m, and auxiliary tunnel (5) hole footpath is 4~6m.
- 7. large scale brittle rock mass characteristic strength test device according to claim 1, it is characterised in that：The high intensity The intensity of steel cylinder (603) is more than 20MPa.
- 8. large scale brittle rock mass characteristic strength test device according to claim 1, it is characterised in that：The monitoring holes (8) spacing distance is more than 1 times of confined pressure hole (6) hole footpath between the wall of confined pressure hole (6) hole, and monitoring holes (8) correspond to confined pressure hole (6) respectively Upper, middle and lower is arranged.
- 9. large scale brittle rock mass characteristic strength test device according to claim 1, it is characterised in that：The test hole (7) hole type is round；Confined pressure hole (6) hole type is round.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201721123432.7U CN207280875U (en) | 2017-09-04 | 2017-09-04 | Large scale brittle rock mass characteristic strength test device |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201721123432.7U CN207280875U (en) | 2017-09-04 | 2017-09-04 | Large scale brittle rock mass characteristic strength test device |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107621417A (en) * | 2017-09-04 | 2018-01-23 | 中国电建集团华东勘测设计研究院有限公司 | Large scale brittle rock mass characteristic strength test device and method |
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- 2017-09-04 CN CN201721123432.7U patent/CN207280875U/en active Active
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107621417A (en) * | 2017-09-04 | 2018-01-23 | 中国电建集团华东勘测设计研究院有限公司 | Large scale brittle rock mass characteristic strength test device and method |
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