CN105927211A - Method and device for rock mass mechanical property in-situ drilling test of deep underground engineering - Google Patents
Method and device for rock mass mechanical property in-situ drilling test of deep underground engineering Download PDFInfo
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- CN105927211A CN105927211A CN201610238810.XA CN201610238810A CN105927211A CN 105927211 A CN105927211 A CN 105927211A CN 201610238810 A CN201610238810 A CN 201610238810A CN 105927211 A CN105927211 A CN 105927211A
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- 239000011435 rock Substances 0.000 title claims abstract description 111
- 238000005553 drilling Methods 0.000 title claims abstract description 91
- 238000000034 method Methods 0.000 title claims abstract description 30
- 238000012360 testing method Methods 0.000 title claims abstract description 29
- 238000011065 in-situ storage Methods 0.000 title claims abstract description 25
- 230000035515 penetration Effects 0.000 claims description 26
- 238000012545 processing Methods 0.000 claims description 21
- 238000013139 quantization Methods 0.000 claims description 21
- 238000002372 labelling Methods 0.000 claims description 11
- 230000008569 process Effects 0.000 claims description 9
- 238000010998 test method Methods 0.000 claims description 9
- 238000005192 partition Methods 0.000 claims description 5
- 230000009471 action Effects 0.000 claims description 3
- 230000008859 change Effects 0.000 claims description 3
- 238000011835 investigation Methods 0.000 abstract description 3
- 238000011002 quantification Methods 0.000 abstract 3
- 238000011156 evaluation Methods 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 238000004458 analytical method Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000036962 time dependent Effects 0.000 description 3
- 241000208340 Araliaceae Species 0.000 description 2
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 2
- 235000003140 Panax quinquefolius Nutrition 0.000 description 2
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- 230000015572 biosynthetic process Effects 0.000 description 2
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- 238000011161 development Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 235000008434 ginseng Nutrition 0.000 description 2
- 238000009533 lab test Methods 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000005070 sampling Methods 0.000 description 2
- 241001269238 Data Species 0.000 description 1
- 206010057175 Mass conditions Diseases 0.000 description 1
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- 238000010586 diagram Methods 0.000 description 1
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- 238000002474 experimental method Methods 0.000 description 1
- 238000010191 image analysis Methods 0.000 description 1
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- 230000001141 propulsive effect Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/002—Survey of boreholes or wells by visual inspection
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B45/00—Measuring the drilling time or rate of penetration
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B49/00—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells
- E21B49/003—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells by analysing drilling variables or conditions
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- General Life Sciences & Earth Sciences (AREA)
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- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Geophysics And Detection Of Objects (AREA)
Abstract
The invention belongs to the technical field of geotechnical engineering investigation, and discloses a method for rock mass mechanical property in-situ drilling test of deep underground engineering. The method is characterized by comprising: establishing quantification corresponding relation of a drilling parameter and a rock mass mechanical parameter of a to-be-tested object; according to an actual drilling parameter, obtaining a corresponding rock mass mechanical parameter according to the quantification relation, wherein the quantification corresponding relation of the drilling parameter and the rock mass mechanical parameter is established by dividing the to-be-tested object into different sections according to actual geological conditions. The invention provides a method for rock mass mechanical property in-situ drilling test of deep underground engineering, and the method is good in reliability, wide in application range, and is convenient and reliable.
Description
Technical field
The present invention relates to geotechnical engineering investigation technical field, particularly to the rock of a kind of deep underground engineering
Mechanics characteristic creeps into method of testing in situ.
Background technology
Along with wanting of human economic society development, existing increasing engineering construction is carried out in underground, deep,
In the deep-lying tunnel in the subterranean tunnel of Hydraulic and Hydro-Power Engineering and Factory Building, traffic engineering, mine engineering
Deep-seated setting, the energy stock the cavern in disposing with nuke rubbish deep, and meet biological and geophysics
Learn the deep science plan-deep subterranean laboratory etc. of research.
For many years, deep high-ground stress underground engineering prospecting be the most all domestic and international one particularly significant
Research topic.At present, the prospecting of deep underground engineering is also in exploring and accumulating experience the stage, not only
Need Engineering Geology Analysis, evaluation theory abundant with perfect, with greater need for the breakthrough of exploratory techniques Yu method
With innovation.Hole as one of deep underground engineering investigation way can the most effectively understand formation lithology,
The Main Geological Conditions such as geological structure, karst, by core observe judge Wall Rock of Tunnel classification, by
Carry out in boring testing and test job, it is thus achieved that deep rock mass physical and mechanical parameter etc..
It is known that the mechanical characteristic of rock mass is the major parameter of evaluation engineering rock stability, however existing
Having the technology real-time repeated sampling of many employings to measure, the reliability of the overall evaluation is affected bigger by sampling situations；
Operating complexity, especially underground, deep, method is single, and automaticity is low, causes labor intensity simultaneously
Greatly.
Summary of the invention
The present invention provides the rock mass mechanics characteristic of a kind of deep underground engineering to creep into method of testing and dress in situ
Putting, solve prior art medium and deep subterranean body mechanical characteristic measuring method single, efficiency is low, reliably
Property is low, the technical problem that labor intensity is big.
For solving above-mentioned technical problem, the rock mass mechanics characteristic that the invention provides a kind of deep underground engineering is former
Method of testing is crept in position, including:
Set up the drilling parameter of object to be tested and the quantization corresponding relation of Mechanics Parameters of Rock Mass；
According to actual drilling parameter, obtain corresponding Mechanics Parameters of Rock Mass according to described quantization corresponding relation；
Wherein, object to be measured is divided into different section by border geological condition factually, sets up drilling parameter and rock
The quantization corresponding relation of mechanics parameter.
Further, the quantization corresponding relation setting up drilling parameter and Mechanics Parameters of Rock Mass includes following step
Rapid:
Drilling operation is performed by rig；
In drilling process, obtain drilling parameter and drilling core this moment in real time；
Described drilling core is tested and is obtained according to rock mass strength criterion the power of respective segments rock mass
Learn parameter；
Set up the quantization corresponding relation of drilling parameter and Mechanics Parameters of Rock Mass；
Wherein, described drilling parameter includes: rate of penetration and borehole wall image；Described creep into speed
Degree, borehole wall image and described drilling core are the most corresponding according to gathering position.
Further, described borehole wall image includes: 360 ° of images of the wall of a borehole；
360 ° of images of described the wall of a borehole by digitized processing obtain borehole wall plane outspread drawing and
Drilling core figure, it is thus achieved that the distribution situation of rock cranny, lithology and rate of decay in boring, and with this
Carry out section partition, and labelling.
Further, the Mechanics Parameters of Rock Mass of the section of labelling, rate of penetration and this section is carried out
Matching, it is thus achieved that comprise the quantization of the distribution situation of rock cranny, rate of penetration and Mechanics Parameters of Rock Mass
Relation.
Further, in drilling process, the operating parameter setting of drilling equipment is the most constant.
Further, described Mechanics Parameters of Rock Mass includes: the elastic modelling quantity (E of rock massm), cohesive strength
(c) and internal friction angle。
The rock mass mechanics characteristic of a kind of deep underground engineering creeps into test device in situ, including: drilling equipment；
Creep into measuring unit, be arranged on described drilling equipment, follow its action, obtain and creep in real time
Speed and creep into distance；
Image unit, obtains borehole wall image in real time；
Digital processing element, respectively with described creep into measuring unit and described in creep into image unit and be connected,
Obtain rate of penetration, creep into distance and borehole wall image；
Wherein, according to described borehole wall image by drilling core, according to lithology, rock cranny degree and
Rate of decay sectional labelling, and segment mark is stored in described digital processing element；Same district
Section possesses similar feature；
The drilling core that described drilling equipment is collected is tested, and obtains according to rock mass strength criterion
Mechanics Parameters of Rock Mass, is stored in described digital processing element；
The labelling of section, rate of penetration and its mechanics parameter are fitted by described digital processing element.
Further, creep into measuring unit described in include: test the speed distance measuring sensor；Real time record is crept into
Speed and the distance to point in situ.
Further, described image unit includes: borehole camera instrument；Obtain borehole wall image.
Further, described digital processing element includes: industrial computer.
The one or more technical schemes provided in the embodiment of the present application, at least have the following technical effect that
Or advantage:
The rock mass mechanics characteristic of the deep underground engineering provided in the embodiment of the present application creeps into test side in situ
Method, by the quantitative relationship of constitution and implementation drilling parameter Yu Mechanics Parameters of Rock Mass so that when measuring in real time,
Obtained the mechanics parameters of corresponding rock mass easily by drilling parameter, be greatly improved measurement can
By property；On the other hand, it is greatly reduced the amount of labour that rock mass is measured in real time, improves measurement efficiency
And automaticity, more can be generalized to the rock mass being similar to, subject range expands.
Accompanying drawing explanation
The time dependent the Complete Curve of drilling depth that Fig. 1 provides for the embodiment of the present invention；
The Complete Curve that the rate of penetration that Fig. 2 provides for the embodiment of the present invention changes with hole depth；
The boring rock mass core section partition structure schematic diagram that Fig. 3 provides for the embodiment of the present invention；
The elastic modulus E that Fig. 4 provides for the embodiment of the present inventionmQuantitative relationship matching with rate of penetration
Curve；
Cohesive strength c that Fig. 5 provides for the embodiment of the present invention and the quantitative relationship matched curve of rate of penetration；
The internal friction angle that Fig. 6 provides for the embodiment of the present inventionQuantitative relationship matching with rate of penetration is bent
Line.
Detailed description of the invention
The embodiment of the present application creeps into survey in situ by the rock mass mechanics characteristic providing a kind of deep underground engineering
Method for testing and device, solve prior art medium and deep subterranean body mechanical characteristic measuring method single, effect
Rate is low, and reliability is low, the technical problem that labor intensity is big；Reach lifting reliability, reduce work
Intensity, promotes testing efficiency and the technique effect of automaticity.
For solving above-mentioned technical problem, the general thought of the embodiment of the present application offer technical scheme is as follows:
The rock mass mechanics characteristic of a kind of deep underground engineering creeps into method of testing in situ, it is characterised in that including:
Set up the drilling parameter of object to be tested and the quantization corresponding relation of Mechanics Parameters of Rock Mass；
According to actual drilling parameter, obtain corresponding Mechanics Parameters of Rock Mass according to described quantization corresponding relation；
Wherein, object to be measured is divided into different section by border geological condition factually, sets up drilling parameter and rock
The quantization corresponding relation of mechanics parameter.
By foregoing it can be seen that by creeping into and measuring operation in real time, set up drilling parameter
With the quantitative relationship of rock mass mechanics characteristic, thus realize follow-up for this rock mass object or similar object
Simplification measure；I.e. need only know that drilling parameter, and combine borehole image and be obtained with correspondence
Mechanics parameters, carries out series of experiments without at taking-up core, greatly reduces work strong
Degree and complexity；Colleague is also greatly improved the efficiency of follow-up test.
In order to be better understood from technique scheme, below in conjunction with Figure of description and concrete reality
Technique scheme is described in detail by mode of executing, it should be understood that the embodiment of the present invention and embodiment
In specific features be the detailed description to technical scheme rather than to present techniques side
The restriction of case, in the case of not conflicting, the technical characteristic in the embodiment of the present application and embodiment can
To be mutually combined.
The rock mass mechanics characteristic of a kind of deep underground engineering that the embodiment of the present invention provides creeps into test in situ
Method, including:
Set up the drilling parameter of object to be tested and the quantization corresponding relation of Mechanics Parameters of Rock Mass；
According to actual drilling parameter, obtain corresponding Mechanics Parameters of Rock Mass according to described quantization corresponding relation；
Wherein, object to be measured is divided into different section by border geological condition factually, sets up drilling parameter and rock
The quantization corresponding relation of mechanics parameter.
That is, different section will be divided into rock mass inside difference geological condition, set up drilling parameter with
The quantization corresponding relation of Mechanics Parameters of Rock Mass, thus a kind of adaptability reliably is provided.Specifically,
The each section measured in real time constitutes a sample parameter set, can be by collecting multiple sample datas
It is fitted, forms reliable and stable corresponding quantitative relationship, be greatly promoted its data precision and reliability.
The quantization corresponding relation setting up drilling parameter and Mechanics Parameters of Rock Mass comprises the following steps:
First, drilling operation is performed by rig；In drilling process, obtain in real time drilling parameter with
And drilling core this moment；
Described drilling core is tested and is obtained according to rock mass strength criterion the mechanics of its corresponding rock mass
Parameter；
Set up the quantization corresponding relation of drilling parameter and Mechanics Parameters of Rock Mass；
Wherein, described drilling parameter includes: rate of penetration and borehole wall image；Described creep into speed
Degree, borehole wall image and described drilling core are the most corresponding according to gathering position.
That is, establish a certain section core, and passed through the rock mass mechanics ginseng of test acquisition experimental data
Number, then carries out data reduction according to rock mass mechanics criterion of strength, obtains actual Mechanics Parameters of Rock Mass.
And further, rate of penetration this moment, borehole wall image and section are associated, shape
One-tenth drilling parameter associates with mechanics parameter.Wherein, mechanics parameter can be the combination of any feasible parameter；
The Mechanics Parameters of Rock Mass combination that the present embodiment provides includes: the elastic modulus E of rock massm, cohesive strength c and
Internal friction angle
Described borehole wall image includes: 360 ° of images of the wall of a borehole；According to described the wall of a borehole 360 ° figure
Crag situation shown in as, is divided into section, and labelling by described drilling core.That is, by image
Analysis, concrete rock mass to be tested is divided into several different section, forms several relation integrations.
360 ° of images of described the wall of a borehole by digitized processing obtain borehole wall plane outspread drawing and
Drilling core figure, it is thus achieved that the distribution situation of rock cranny in boring, and carry out section partition with this.
Further, the Mechanics Parameters of Rock Mass of the section of labelling, rate of penetration and this section is carried out
Matching, it is thus achieved that comprise the quantitative relationship of rock mass conditions, rate of penetration and mechanics parameter.
Further, in drilling process, the operating parameter setting of drilling equipment is the most constant；Keep
The uniformity of standard so that the drilling parameter of collection obtains under same standard so that creep into ginseng
The collection reliability of number is greatly improved.
Employing such scheme measures, and the present embodiment also proposed a kind of device.
The rock mass mechanics characteristic of a kind of deep underground engineering creeps into test device in situ, including: drilling equipment；
Creep into measuring unit, be arranged on described drilling equipment, follow its action, obtain and creep in real time
Speed and creep into distance；
Image unit, obtains borehole wall image；
Digital processing element, respectively with described creep into measuring unit and described in creep into image unit and be connected,
Obtain rate of penetration, creep into distance and borehole wall image；Segment mark is stored in described numeral
Processing unit；
The drilling core that described drilling equipment is collected is tested, and obtains according to rock mass strength criterion
Mechanics Parameters of Rock Mass, is stored in described digital processing element；
The labelling of section, rate of penetration and its mechanics parameter are fitted by described digital processing element.
Described measuring unit of creeping into includes: test the speed distance measuring sensor；Real time record rate of penetration and to former
The distance in site.
Described image unit includes: borehole camera instrument；Obtain borehole wall image.
Described digital processing element includes: industrial computer；Realize man-machine communication easily, data input with
And Fitting Analysis.
Below will be by a specific embodiment introduction.
Boring unit performs at the deep formation rock mass such bore operation of drilling well eye；Creep into measuring unit
Measure and gather storage and creep into relevant dynamic parameter.
Seeing Fig. 1 and Fig. 2, the distance measuring sensor that tests the speed is in order to monitor measurement creeping into relative to datum mark
Size and rate of penetration.In real time by measurement data Coutinuous store, according to real-time drilling parameter data
Analysis generate the time dependent curve of drill bit drilling depth one, rate of penetration is with the mistake of change in depth
Journey curve.
It should be noted that boring whole during, the external parameter such as rig oil pressure is (on drill bit
Propulsive force) setting should remain constant, the drilling parameter conditional curve that obtains under the conditions of this is
May be used to the test analysis rock mass mechanics characteristic along boring.
See Fig. 3, utilize digital borehole camera instrument from aperture to obtaining 360 ° of images of the wall of a borehole at the bottom of hole,
The distribution situation of the structural planes such as rock cranny is obtained after digitized processing, thus to omnidistance rock mass of holing
Structure carries out subregion.
According to lithology and rock cranny degree and rate of decay, the rock mass along the line to boring, enter according to the degree of depth
Row section partition, and be marked.Specifically, represent rock cranny degree with K to enter for main standard
Row divides, and i.e. refers to that the joint quantity in drilling axis unit length is as the main criteria for classifying；Also
Can also divide with some lithology major parameter for index.
The K=0 of rockmass section, dredges jointed rock mass section K=1～3 m-1, close jointed rock mass section
K=3～10 m-1, without end points 3, very heading rock mass section K ＞ 10 m-1。
Obtain the mechanics parameter of different depth drilling core by laboratory test and convert thereof into corresponding district
The mechanics parameter of Duan Yanti.
See Fig. 4～6, and obtain, by section multisample matching, the quantization that rate of penetration is corresponding further
Curve linear relationship.
Below in conjunction with example, method of testing of the present invention is described further.
Specific embodiment:
It is special with mechanics that the Jinping hydropower station of buried depth 2370m is tested the rock mass structure of tunnel by this example
Property carry out in-situ test, hole depth 35.96m of holing.Concrete steps and method are as follows:
Rig unit is installed and creeps into measuring unit, and carry out drilling operation.In this example, bore
Machine unit is a hydraulic rotary drill.When rig creeps into, drill bit rotates, while by pushing tow
Enter the bottom of well.Output and the directly proportional voltage signal of amount of movement.
Creep into measuring unit and the analog voltage signal surveyed is delivered to digital processing element, by industrial computer
Drilling parameter data are stored and analyzes.
By the further analyzing and processing to Monitoring Data, produce the rate of penetration process with change in depth
Curve.
Fig. 1 is the time dependent real-time curve of displacement in the range of boring 15.68～26.36m, horizontal seat
Being designated as the real-time time crept into, vertical coordinate is the displacement of drilling rod, and unit is mm.
Fig. 2 is the Complete Curve that rate of penetration changes with hole depth.
See Fig. 3, digital borehole camera instrument, the brill obtained by data video camera are installed in boring
The virtual core in hole and plane outspread drawing, intuitively show occurrence and the width of the structural planes such as crack.According to
Different time sections, with the test image at position, can obtain generation and the development of the structural planes such as crack further
Evolution Feature.
See Fig. 4～6, the part core taked is carried out laboratory test and obtains the omnidistance different sections of boring
Rock mass mechanics characterisitic parameter, use some rock mass strength criterion to be converted into by the mechanics parameter of core right
Answer the mechanics parameter of section rock mass, thus set up the quantitative relationship between drilling speed and Mechanics Parameters of Rock Mass.
In sum, deep rock mass information can be tracked by drilling process monitoring system.According to brill
Enter the variation characteristic of parameter and combine borehole camera and deep rock mass structure can be sentenced accurately and reliably
Disconnected；According to the variation characteristic of drilling speed in drilling process and combine indoor core test and can obtain drilling speed and institute
Penetrate the quantitative relationship between the mechanics parameter of rock mass, under similar geology and drilling condition, based on
The continuous drilling speed parameter monitored also combines the borehole camera image along hole wall, utilizes this quantitative relationship permissible
Ask for continuous print, the mechanics parameters of reliable deep rock mass.This method of testing highlights many means knot
Closing, reliability is high, carries out comprehensive evaluation for deep high-ground stress rock mass structure and mechanical characteristic,
To provide reliable foundation to deep underground engineering design with construction.
It should be noted last that, above detailed description of the invention is only in order to illustrate technical scheme
And unrestricted, although the present invention being described in detail with reference to example, the ordinary skill people of this area
Member should be appreciated that and can modify technical scheme or equivalent, without deviating from
The spirit and scope of technical solution of the present invention, it all should be contained in the middle of scope of the presently claimed invention.
Claims (10)
1. the rock mass mechanics characteristic of deep underground engineering creeps into a method of testing in situ, and its feature exists
In, including:
Set up the drilling parameter of object to be tested and the quantization corresponding relation of Mechanics Parameters of Rock Mass；
According to actual drilling parameter, obtain corresponding Mechanics Parameters of Rock Mass according to described quantization corresponding relation；
Wherein, object to be measured is divided into different section by border geological condition factually, sets up drilling parameter and rock
The quantization corresponding relation of mechanics parameter.
2. the rock mass mechanics characteristic of deep as claimed in claim 1 underground engineering creeps into test in situ
Method, it is characterised in that set up the quantization corresponding relation of drilling parameter and Mechanics Parameters of Rock Mass include with
Lower step:
Drilling operation is performed by rig；
In drilling process, obtain drilling parameter and drilling core this moment in real time；
Described drilling core is tested and is obtained according to rock mass strength criterion the power of respective segments rock mass
Learn parameter；
Set up the quantization corresponding relation of drilling parameter and Mechanics Parameters of Rock Mass；
Wherein, described drilling parameter includes: rate of penetration and borehole wall image；Described creep into speed
Degree, borehole wall image and described drilling core are the most corresponding according to gathering position.
3. the rock mass mechanics characteristic of deep as claimed in claim 2 underground engineering creeps into test in situ
Method, it is characterised in that described borehole wall image includes: 360 ° of images of the wall of a borehole；
360 ° of images of described the wall of a borehole by digitized processing obtain borehole wall plane outspread drawing and
Hole virtual core figure, it is thus achieved that the distribution situation of rock cranny, lithology and rate of decay in boring, and
Section partition, and labelling is carried out with this.
4. the rock mass mechanics characteristic of deep as claimed in claim 3 underground engineering creeps into test side in situ
Method, it is characterised in that: the Mechanics Parameters of Rock Mass of the section of labelling, rate of penetration and this section is entered
Row matching, it is thus achieved that comprise the amount of the distribution situation of rock cranny, rate of penetration and Mechanics Parameters of Rock Mass
Change relation.
5. the rock mass mechanics characteristic of deep as claimed in claim 4 underground engineering creeps into test side in situ
Method, it is characterised in that: in drilling process, the operating parameter setting of drilling equipment is the most constant.
6. the rock mass mechanics characteristic of the deep underground engineering as described in any one of Claims 1 to 5 is in situ
Creep into method of testing, it is characterised in that described Mechanics Parameters of Rock Mass includes: the elastic modelling quantity of rock mass
(Em), cohesive strength (c) and internal friction angle
7. the rock mass mechanics characteristic of deep underground engineering creeps into a test device in situ, including: creep into
Equipment；It is characterized in that, also include:
Creep into measuring unit, be arranged on described drilling equipment, follow its action, obtain and creep in real time
Speed and creep into distance；
Image unit, obtains borehole wall image；
Digital processing element, respectively with described creep into measuring unit and described in creep into image unit and be connected,
Obtain rate of penetration, creep into distance and borehole wall image；
Wherein, according to described borehole wall image by drilling core, according to lithology, rock cranny degree and
Rate of decay sectional labelling, and segment mark is stored in described digital processing element；Same district
Section possesses similar feature；
The drilling core that described drilling equipment is collected is tested, and obtains according to rock mass strength criterion
The Mechanics Parameters of Rock Mass of respective segments, is stored in described digital processing element；
The labelling of section, rate of penetration and its mechanics parameter are fitted by described digital processing element.
8. the rock mass mechanics characteristic of deep underground engineering as claimed in claim 7 creeps into test dress in situ
Put, it is characterised in that described in creep into measuring unit and include: test the speed distance measuring sensor；Real time record is bored
Enter speed and the distance to point in situ.
9. the rock mass mechanics characteristic of deep underground engineering as claimed in claim 7 creeps into test dress in situ
Put, it is characterised in that described image unit includes: borehole camera instrument；Obtain borehole wall image.
10. the rock mass mechanics characteristic of the deep underground engineering as described in any one of claim 7～9 is bored in situ
Enter to test device, it is characterised in that described digital processing element includes: industrial computer.
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| CN201610238810.XA CN105927211B (en) | 2016-04-18 | 2016-04-18 | A kind of the rock mass mechanics characteristic original position drilling test method and device of deep underground engineering |
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| CN106837324A (en) * | 2017-04-06 | 2017-06-13 | 山东科技大学 | The fast determination method and borehole data acquisition system of rock lithology title and intensity |
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| CN108663269A (en) * | 2018-03-30 | 2018-10-16 | 山东大学 | Underground engineering wall rock digital rig partition method based on equivalent rock mass strength |
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| CN113216929B (en) * | 2021-04-29 | 2023-12-22 | 中国科学院武汉岩土力学研究所 | Method and equipment for measuring rock and soil parameters while drilling based on electromagnetic geophysical prospecting |
| CN113776972A (en) * | 2021-09-29 | 2021-12-10 | 中煤科工集团重庆研究院有限公司 | Dynamic testing method for rock breaking and pore forming process of high-pressure jet drill |
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