CN108519284B - Underground engineering wall rock digital rig real-time graded method - Google Patents
Underground engineering wall rock digital rig real-time graded method Download PDFInfo
- Publication number
- CN108519284B CN108519284B CN201810291307.XA CN201810291307A CN108519284B CN 108519284 B CN108519284 B CN 108519284B CN 201810291307 A CN201810291307 A CN 201810291307A CN 108519284 B CN108519284 B CN 108519284B
- Authority
- CN
- China
- Prior art keywords
- rock
- compressive strength
- uniaxial compressive
- parameter
- crushing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/58—Investigating machinability by cutting tools; Investigating the cutting ability of tools
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0026—Combination of several types of applied forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/003—Generation of the force
- G01N2203/0053—Cutting or drilling tools
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/006—Crack, flaws, fracture or rupture
- G01N2203/0067—Fracture or rupture
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0058—Kind of property studied
- G01N2203/0069—Fatigue, creep, strain-stress relations or elastic constants
- G01N2203/0075—Strain-stress relations or elastic constants
Landscapes
- Physics & Mathematics (AREA)
- Health & Medical Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention discloses underground engineering wall rock digital rig real-time graded methods, it include: to be obtained using live drilling test with brill parameter at underground engineering scene, by obtaining rock mass uniaxial compressive strength with brill parameter and rock mass uniaxial compressive strength relational model, based on brill parameter and rock crushing Relationship of Coefficients model acquisition rock crushing coefficient, equivalent uniaxial compressive strength is obtained by rock mass uniaxial compressive strength and rock crushing coefficient using uniaxial compressive strength correction formula, surrounding rock displacement is obtained using equivalent uniaxial compressive strength and surrounding rock displacement relational model, according to surrounding rock displacement and then to the real-time divided rank of country rock.The present invention has the characteristics that real-time Accurate Prediction, according to scene obtain parameter is counter releases surrounding rock displacement with boring, to be accurately classified to country rock in real time using surrounding rock stability, provide foundation for the design and construction of underground engineering.The disturbance that rock sample sample is sent in lab process is avoided, while largely shortening the testing time, saves a large amount of manpower and material resources.
Description
Technical field
The present invention relates to security technology areas in underground engineering, divide in real time more particularly to underground engineering wall rock digital rig
Grade method.
Background technique
Currently, fender graded is the basic work of underground engineering design construction.Currently used fender graded method has
BQ classification, RMR classification etc., but have the disadvantage that
(1) BQ classification needs live coring to transport to indoor carry out uniaxial test, takes considerable time and manpower.Same luck
Quantity of parameters is needed with the classification of BQ classification, is calculated complicated.Country rock can only be divided into six grades, more generally, nothing according to BQ classification
Method accurately reflects country rock real conditions.
(2) classification indicators of RMR classification are more general, can not carry out precise classification to country rock.
In conclusion in the prior art for the real-time graded problem of underground engineering wall rock, still shortage effective solution side
Case.
Summary of the invention
In order to solve the deficiencies in the prior art, the present invention provides underground engineering wall rock digital rig real-time graded method,
Has many advantages, such as intuitive, high-efficient, live real-time judgment.
Underground engineering wall rock digital rig real-time graded method, comprising:
Model is established, it is specific to establish with brill parameter and rock mass uniaxial compressive strength relational model, it is broken with brill parameter and rock mass
Broken Relationship of Coefficients model, equivalent uniaxial compressive strength and surrounding rock displacement relational model；
It is obtained using live drilling test with parameter is bored, by with brill parameter and rock mass uniaxial compressive at underground engineering scene
Strength relationship model obtains rock mass uniaxial compressive strength, broken based on rock mass is obtained with brill parameter and rock crushing Relationship of Coefficients model
Broken coefficient obtains equivalent single shaft by rock mass uniaxial compressive strength and rock crushing coefficient using uniaxial compressive strength correction formula and resists
Compressive Strength obtains surrounding rock displacement using equivalent uniaxial compressive strength and surrounding rock displacement relational model, right in turn according to surrounding rock displacement
The real-time divided rank of country rock.
Further, described with boring parameter and rock mass uniaxial compressive strength relational model when establishing, to rock mass sample into
Row drilling test is obtained with parameter is bored, and is established and is disappeared with brill parameter and rock mass cutting crushing energy, that is, bit cutting unit volume rock mass
Relational model between the energy of consumption；
The corresponding uniaxial compressive strength of rock mass is obtained, actual measurement uniaxial compressive strength and rock mass cutting crushing energy are fitted point
The model of uniaxial compressive strength and rock mass cutting crushing energy is established in analysis；
With the relational model and uniaxial compressive strength and rock mass cutting crushing energy bored between parameter and rock mass cutting crushing energy
Model is obtained with relational model between brill parameter and rock mass uniaxial compressive strength.
Further, described with parameter is bored includes drilling pressure in drilling process, drilling torque, drilling rate and drilling
Revolving speed.
Further, using energy analysis method when the relational model between brill parameter and rock mass cutting crushing energy is established
But it is not limited to this method.
Further, described to be established constantly with brill parameter and rock mass uniaxial compressive strength relational model, obtain rock mass phase
It answers and is obtained when uniaxial compressive strength by indoor uniaxial compression test or live Point Load Tests.
Further, described with parameter and rock crushing Relationship of Coefficients model is bored when establishing, for the broken distribution of difference
Rock mass carries out drilling test, obtain in drilling process with parameter is bored, establish and closed with the response for boring parameter and rock crushing coefficient
System establishes with the relational model for boring parameter and rock crushing coefficient.
Further, it is clustered with the response relation for boring parameter and rock crushing coefficient using unsupervised type according to foundation
Analytic statistics methods is established with the relational model for boring parameter and rock crushing coefficient.
Further, described to utilize uniaxial compressive strength correction formula by rock mass uniaxial compressive strength and rock crushing coefficient
When obtaining equivalent uniaxial compressive strength, uniaxial compressive strength correction formula are as follows: K=σ × m, wherein σ is by with brill parameter and list
The uniaxial compressive strength that axis compression strength relational model obtains, m are by obtaining with brill parameter with rock crushing Relationship of Coefficients model
The rock crushing coefficient arrived, K are to consider the equivalent single shaft that degree of crushing acts on weakening strength based on uniaxial compressive strength
Compression strength.
Further, the equivalent uniaxial compressive strength and surrounding rock displacement relational model are crept into when establishing using scene
Test obtain with bore the anti-equivalent uniaxial compressive strength for releasing every kind of rock mass of parameter；
To different lithology classification, different intensity grades, the country rock of different rock-layers combination carries out numerical experiments and obtains not
The rock deformation under the conditions of；
By the rock deformation that equivalent uniaxial compressive strength and numerical simulation obtain and the surrouding rock deformation that in-site measurement obtains
Amount carries out Function Fitting, establishes different lithology classification, different intensity grades, under different rock-layers combination equivalent uniaxial compressive strength and
The relational model of surrounding rock displacement.
Further, the rock deformation and in-site measurement that equivalent uniaxial compressive strength is obtained with numerical simulation obtains
When the rock deformation that arrives carries out Function Fitting using fitting of a polynomial, linear fit, support vector machines or least square method but
It is not limited to the above method.
Compared with prior art, the beneficial effects of the present invention are:
1, the present invention during underground chamber tunneling construction to the equivalent uniaxial compressive strength of rock mass and surrouding rock deformation into
Row prediction carries out quick, accurate classification to country rock suitable for underground engineering.
2, the present invention by digital rig technology using borer drilling procedure with bore parameter (drilling machine axis pressure, torque, revolving speed,
Displacement, drilling rate) inverting obtains Mechanics Parameters of Rock Mass (uniaxial compressive strength), rock mass characteristics (rock crushing coefficient) and country rock
Convergent deformation, to carry out fender graded according to adjoining rock stability, this method because of not coring in drilling process, it is uniaxial without carrying out
Test, classification indicators are succinctly clear, directly utilize drilling machine with parameter real-time perfoming fender graded is bored, and have intuitive, high-efficient, existing
The advantages that field real-time judgment.
3, the present invention has the characteristics that real-time Accurate Prediction, can directly drill at the scene, is joined according to what scene obtained with brill
Number is anti-to release surrounding rock displacement, to be accurately classified to country rock in real time using surrounding rock stability, applies for the design of underground engineering
Work provides foundation.The disturbance that rock sample sample is sent in lab process is avoided, while largely shortening the testing time, is saved
About a large amount of manpower and material resources.
Detailed description of the invention
The accompanying drawings constituting a part of this application is used to provide further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation are not constituted an undue limitation on the present application for explaining the application.
Fig. 1 is specific embodiments of the present invention sub-process figure.
Specific embodiment
It is noted that following detailed description is all illustrative, it is intended to provide further instruction to the application.Unless another
It indicates, all technical and scientific terms used herein has usual with the application person of an ordinary skill in the technical field
The identical meanings of understanding.
It should be noted that term used herein above is merely to describe specific embodiment, and be not intended to restricted root
According to the illustrative embodiments of the application.As used herein, unless the context clearly indicates otherwise, otherwise singular
Also it is intended to include plural form, additionally, it should be understood that, when in the present specification using term "comprising" and/or " packet
Include " when, indicate existing characteristics, step, operation, device, component and/or their combination.
As background technique is introduced, it is inaccurate in real time not that underground engineering wall rock classification exists in the prior art
Foot, in order to solve technical problem as above, present applicant proposes underground engineering wall rock digital rig real-time graded methods.
In a kind of typical embodiment of the application, as shown in Figure 1, it is real-time to provide underground engineering wall rock digital rig
Stage division includes: in the underground engineering wall rock digital rig real-time graded method
It establishes with parameter and rock mass uniaxial compressive strength relational model is bored, with brill parameter and rock crushing Relationship of Coefficients mould
Type, equivalent uniaxial compressive strength and surrounding rock displacement relational model.
It is available with parameter is bored by digital rig measuring technology, uniaxial compressive can be obtained in conjunction with above-mentioned relation model
Intensity, fragmentation factor, equivalent uniaxial compressive strength and surrounding rock displacement, to realize that country rock is quick and precisely classified.
It wherein, is acquisition with brill parameter and rock mass uniaxial compressive strength relational model and with brill parameter and rock crushing coefficient
Relational model needs to carry out laboratory test and field test.For the relationship mould for obtaining equivalent uniaxial compressive strength and surrounding rock displacement
Type needs to carry out numerical simulation and field test.
It is specific:
Carry out rock mass sample drilling test in laboratory, passes through cooperation PDC drill bit and the bit pressure being mounted on drilling machine
Sensor, torque sensor, displacement sensor and speed probe measure drilling pressure, drilling torque, brill in drilling process
Into rate and drilling revolving speed etc. with brill parameter.It is established with energy analysis method and cuts crushing energy (bit cutting with brill parameter and rock mass
Energy consumed by unit volume rock mass) between relational model, calculate rock mass cut crushing energy.
Further carry out indoor uniaxial compression test or live Point Load Tests, obtains the corresponding uniaxial compressive strength of rock mass.
And by fitting function methods, actual measurement uniaxial compressive strength and rock mass cutting crushing energy are fitted analysis, establish functional relation,
Further obtain relational model between rock mass cutting crushing energy and rock mass uniaxial compressive strength.It is hereby achieved that with bore parameter and
The relational model of rock mass uniaxial compressive strength.By with relational model, Ke Yitong between brill parameter and rock mass uniaxial compressive strength
Cross that parameter is counter releases rock mass uniaxial compressive strength with boring.
The interior and live drilling test for carrying out different degree of crushing rock mass obtain and bore using digital rig measuring technology
Into in the process with brill parameter.By great number tested data, establish with the response relation for boring parameter and rock crushing coefficient, and benefit
It is established with unsupervised type clustering statistical method with the relational model for boring parameter and rock crushing coefficient.It is surveyed by carrying out scene
It has a try and tests, obtaining corresponding rock mass counter can push away with parameter, marriage relation model is bored and obtain rock crushing coefficient.
Carry out live drilling test, using digital rig measuring technology real-time monitoring and acquire drilling torque, drilling pressure,
Rate and drilling revolving speed are crept into, the cutting crushing energy of rock mass is calculated, substitution is established anti-with brill parameter and rock mass single shaft
The relational model of Compressive Strength predicts rock mass uniaxial compressive strength.Simultaneously by with bore parameter substitute into established with boring parameter and rock
The relational model of body fragmentation factor predicts the fragmentation factor of rock mass.
Rock crushing degree is not accounted for the reduction effectiveness of rock mass strength in view of rock mass uniaxial compressive strength, it cannot be fine
Ground reflects that engineering is practical.The present invention is based on rock mass uniaxial compressive strength, in conjunction with rock crushing coefficient, to rock mass uniaxial compressive
Intensity is modified, and obtains equivalent uniaxial compressive strength, thus accurate evaluation rock mass strength characteristic.
The rock mass uniaxial compressive strength being calculated and rock crushing coefficient are substituted into formula: K=σ × m.To rock mass single shaft
Compression strength is modified, and obtains the equivalent uniaxial compressive strength of rock mass.
Wherein σ is the uniaxial compressive strength by obtaining with parameter and uniaxial compressive strength relational model is bored, m be by with
The rock crushing coefficient that parameter is obtained with rock crushing Relationship of Coefficients model is bored, K is to consider broken based on uniaxial compressive strength
The equivalent uniaxial compressive strength that broken degree acts on weakening strength.
The cohesive strength, internal friction angle, elasticity modulus, Poisson's ratio and utilization scene of every kind of rock mass are measured by laboratory test
Drilling test obtain with bore the anti-equivalent uniaxial compressive strength for releasing every kind of rock mass of parameter.Simultaneously to different lithology classification, no
Same strength grade, the country rock of different rock-layers combination carry out the deflection that a large amount of numerical experiments obtain country rock under different condition.
The rock deformation that equivalent uniaxial compressive strength and numerical simulation obtain and the rock deformation that in-site measurement obtains are subjected to letter
Number fitting, establishes different lithology classification, different intensity grades, equivalent uniaxial compressive strength and surrounding rock displacement under different rock-layers combination
Relational model, so as to obtain corresponding surrounding rock displacement according to equivalent uniaxial compressive strength.The approximating method includes more
The fitting of item formula, linear fit, support vector machines and least square method, but it is not limited to above-mentioned cited method.Using above-mentioned
Model, can by drilling process with boring gain of parameter surrounding rock displacement.According to surrounding rock displacement and then to country rock divided rank,
To propose foundation for the design and construction of underground engineering.
When actual field is implemented, country rock is classified at underground engineering scene, is first had in underground engineering scene benefit
It is obtained with live drilling test with parameter is bored, by uniaxial with brill parameter and rock mass uniaxial compressive strength relational model acquisition rock mass
Compression strength utilizes uniaxial compressive strength based on parameter and rock crushing Relationship of Coefficients model acquisition rock crushing coefficient is bored
Correction formula obtains equivalent uniaxial compressive strength by rock mass uniaxial compressive strength and rock crushing coefficient, utilizes equivalent uniaxial compressive
Intensity and surrounding rock displacement relational model obtain surrounding rock displacement, and then can be by rapidly and accurately carrying out country rock point with brill parameter
Grade.
The foregoing is merely preferred embodiment of the present application, are not intended to limit this application, for the skill of this field
For art personnel, various changes and changes are possible in this application.Within the spirit and principles of this application, made any to repair
Change, equivalent replacement, improvement etc., should be included within the scope of protection of this application.
Claims (8)
1. underground engineering wall rock digital rig real-time graded method, characterized in that include:
Model is established, it is specific to establish with parameter and rock mass uniaxial compressive strength relational model is bored, with brill parameter and rock crushing system
Number relational model, equivalent uniaxial compressive strength and surrounding rock displacement relational model；
It is obtained using live drilling test with parameter is bored, by with brill parameter and rock mass uniaxial compressive strength at underground engineering scene
Relational model obtains rock mass uniaxial compressive strength, based on brill parameter and rock crushing Relationship of Coefficients model acquisition rock crushing system
Number is strong by rock mass uniaxial compressive strength and the equivalent uniaxial compressive of rock crushing coefficient acquisition using uniaxial compressive strength correction formula
Degree obtains surrounding rock displacement using equivalent uniaxial compressive strength and surrounding rock displacement relational model, according to surrounding rock displacement and then to country rock
Real-time divided rank；
It is described that equivalent single shaft is obtained by rock mass uniaxial compressive strength and rock crushing coefficient using uniaxial compressive strength correction formula
When compression strength, uniaxial compressive strength correction formula are as follows: K=σ × m, wherein σ is by closing with brill parameter and uniaxial compressive strength
It is the uniaxial compressive strength that model obtains, m is the rock crushing by obtaining with parameter is bored with rock crushing Relationship of Coefficients model
Coefficient, K are to consider the equivalent uniaxial compressive strength that degree of crushing acts on weakening strength based on uniaxial compressive strength；
The equivalent uniaxial compressive strength and surrounding rock displacement relational model are when establishing, using the acquisition of live drilling test with brill
The anti-equivalent uniaxial compressive strength for releasing every kind of rock mass of parameter；
To different lithology classification, different intensity grades, the country rock of different rock-layers combination carries out numerical experiments and obtains different items
Rock deformation under part；
By the rock deformation that equivalent uniaxial compressive strength and numerical simulation obtain and the rock deformation that in-site measurement obtains into
Line function fitting, establishes different lithology classification, different intensity grades, equivalent uniaxial compressive strength and country rock under different rock-layers combination
The relational model of displacement.
2. underground engineering wall rock digital rig real-time graded method as described in claim 1, characterized in that described with brill parameter
With rock mass uniaxial compressive strength relational model when establishing, to rock mass sample carry out drilling test obtain with bore parameter, establish with
Bore the relational model between energy consumed by parameter and rock mass cutting crushing energy, that is, bit cutting unit volume rock mass；
The corresponding uniaxial compressive strength of rock mass is obtained, actual measurement uniaxial compressive strength and rock mass cutting crushing energy are fitted analysis,
Establish the model of uniaxial compressive strength and rock mass cutting crushing energy；
With the model of the relational model and uniaxial compressive strength and rock mass cutting crushing energy that bore between parameter and rock mass cutting crushing energy
It obtains with relational model between brill parameter and rock mass uniaxial compressive strength.
3. underground engineering wall rock digital rig real-time graded method as claimed in claim 1 or 2, characterized in that described with brill
Parameter includes drilling pressure, drilling torque, drilling rate and drilling revolving speed in drilling process.
4. underground engineering wall rock digital rig real-time graded method as claimed in claim 2, characterized in that described with brill parameter
It is cut with rock mass and uses energy analysis method when the relational model between crushing energy is established but be not limited to this method.
5. underground engineering wall rock digital rig real-time graded method as claimed in claim 2, characterized in that described with brill parameter
With rock mass uniaxial compressive strength relational model when establishing, by indoor uniaxial compression when obtaining the corresponding uniaxial compressive strength of rock mass
Test or live Point Load Tests obtain.
6. underground engineering wall rock digital rig real-time graded method as described in claim 1, characterized in that described with brill parameter
With rock crushing Relationship of Coefficients model when establishing, drilling test is carried out for the broken distribution rock mass of difference, obtains drilling process
In with parameter is bored, establish with the response relation for boring parameter and rock crushing coefficient, establish with boring parameter and rock crushing coefficient
Relational model.
7. underground engineering wall rock digital rig real-time graded method as claimed in claim 6, characterized in that according to foundation with
The response relation for boring parameter and rock crushing coefficient is established using unsupervised type clustering statistical method with brill parameter and rock mass
The relational model of fragmentation factor.
8. underground engineering wall rock digital rig real-time graded method as described in claim 1, characterized in that described by equivalent list
When the rock deformation that the rock deformation and in-site measurement that axis compression strength and numerical simulation obtain obtain carries out Function Fitting
Using fitting of a polynomial, linear fit, support vector machines or least square method but it is not limited to the above method.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810291307.XA CN108519284B (en) | 2018-03-30 | 2018-03-30 | Underground engineering wall rock digital rig real-time graded method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810291307.XA CN108519284B (en) | 2018-03-30 | 2018-03-30 | Underground engineering wall rock digital rig real-time graded method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108519284A CN108519284A (en) | 2018-09-11 |
| CN108519284B true CN108519284B (en) | 2019-09-27 |
Family
ID=63431109
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810291307.XA Active CN108519284B (en) | 2018-03-30 | 2018-03-30 | Underground engineering wall rock digital rig real-time graded method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108519284B (en) |
Families Citing this family (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109635461B (en) * | 2018-12-18 | 2022-04-29 | 中国铁建重工集团股份有限公司 | Method and system for automatically identifying surrounding rock grade by using while-drilling parameters |
| CN109271755B (en) * | 2018-12-18 | 2019-04-05 | 中国铁建重工集团有限公司 | A kind of application calculates the method and system of rock strength with brill data |
| CN109685378B (en) * | 2018-12-27 | 2020-04-24 | 中铁工程装备集团有限公司 | TBM construction surrounding rock digchability grading method based on data mining |
| CN109740119B (en) * | 2019-01-23 | 2023-09-05 | 山东大学 | Rapid estimation method for uniaxial compressive strength of surrounding rock of TBM tunneling tunnel |
| CN109725129B (en) * | 2019-01-25 | 2021-03-23 | 黄河勘测规划设计研究院有限公司 | TBM tunnel rock mass grading method |
| CN109854252B (en) * | 2019-02-01 | 2020-12-25 | 王�琦 | Underground engineering staged complete control method |
| CN110130883A (en) * | 2019-04-01 | 2019-08-16 | 中国矿业大学 | The determination method and device of formation parameters |
| CN110516730B (en) * | 2019-08-20 | 2022-09-23 | 中铁工程装备集团有限公司 | Surrounding rock quality online grading method based on PSO-SVM algorithm and image recognition |
| CN110823704B (en) * | 2019-10-15 | 2020-11-06 | 山东大学 | TBM-carried rock slag online compressive strength testing system and method |
| CN111537330B (en) * | 2020-04-13 | 2023-06-27 | 贵州桥梁建设集团有限责任公司 | Method for obtaining global strength of surrounding rock of tunnel face based on drilling speed |
| CN111706322B (en) * | 2020-07-17 | 2023-03-21 | 中国铁建重工集团股份有限公司 | Rock drilling response prediction method and prediction system |
| CN112765781B (en) * | 2020-12-30 | 2022-07-29 | 中铁二院工程集团有限责任公司 | Stratified rock mass destruction criterion and determination method |
| CN114839024B (en) * | 2022-07-04 | 2022-09-20 | 中国矿业大学(北京) | Method for testing and evaluating characteristics of fractured rock mass while drilling |
| CN116522692B (en) * | 2023-07-04 | 2023-09-19 | 中国矿业大学(北京) | Underground engineering surrounding rock structural feature in-situ detection and classification method |
| CN117290928B (en) * | 2023-09-25 | 2024-06-14 | 西南交通大学 | Inversion method and device for mechanical parameters of tunnel surrounding rock based on while-drilling parameters |
| CN117288587B (en) * | 2023-11-24 | 2024-02-20 | 中国矿业大学(北京) | Rock tensile strength while drilling test method and system |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105938611A (en) * | 2016-07-06 | 2016-09-14 | 山东大学 | Method for fast grading underground engineering surrounding rock in real time based on parameters while drilling |
| CN106157181A (en) * | 2016-07-06 | 2016-11-23 | 山东大学 | A kind of based on boring the parameter method to soil property country rock quick real-time grading |
| KR101722933B1 (en) * | 2016-09-26 | 2017-04-06 | 충북대학교 산학협력단 | Engineering geological rock classification method of decomposed rock |
| CN107091085A (en) * | 2017-07-03 | 2017-08-25 | 招商局重庆交通科研设计院有限公司 | A kind of multi-parameter Identification method of shallow-depth-excavation tunnel formation stability |
-
2018
- 2018-03-30 CN CN201810291307.XA patent/CN108519284B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105938611A (en) * | 2016-07-06 | 2016-09-14 | 山东大学 | Method for fast grading underground engineering surrounding rock in real time based on parameters while drilling |
| CN106157181A (en) * | 2016-07-06 | 2016-11-23 | 山东大学 | A kind of based on boring the parameter method to soil property country rock quick real-time grading |
| KR101722933B1 (en) * | 2016-09-26 | 2017-04-06 | 충북대학교 산학협력단 | Engineering geological rock classification method of decomposed rock |
| CN107091085A (en) * | 2017-07-03 | 2017-08-25 | 招商局重庆交通科研设计院有限公司 | A kind of multi-parameter Identification method of shallow-depth-excavation tunnel formation stability |
Non-Patent Citations (2)
| Title |
|---|
| "岩爆与围岩分类";王广德 等;《工程地质学报》;20061231;第14卷(第01期);第83-89页 * |
| "岩石地铁工程的围岩分级方法研究";丛宇 等;《现代隧道技术》;20160630;第53卷(第3期);第33-41页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108519284A (en) | 2018-09-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108519284B (en) | Underground engineering wall rock digital rig real-time graded method | |
| CN108663269B (en) | Underground engineering surrounding rock digital drilling zoning method based on equivalent rock mass strength | |
| CN105938611B (en) | Based on the method with brill parameter to underground engineering wall rock quick real-time grading | |
| CN104897458B (en) | A kind of multiphase multi- scenarios method anchoring body combined deformation test method | |
| Feinendegen et al. | A new laboratory test to evaluate the problem of clogging in mechanical tunnel driving with EPB-shields | |
| CN110486007A (en) | Coal mine is with brill rock reaction force in-situ testing device and method | |
| Xiao et al. | Acoustic emission characteristics and stress release rate of coal samples in different dynamic destruction time | |
| CN106321093A (en) | Method and device for testing rock mass strength through technology of monitoring during drilling | |
| CN103969121A (en) | System and method for detecting elastic strain energy index | |
| CN108561126B (en) | Simple method for determining organic porosity of shale gas reservoir | |
| CN103760005A (en) | Intensity distribution test device for deep-hole drilling rock and earth mass | |
| CN104636532A (en) | Hole sealing depth and length determining method for coal mine gas extraction drilled hole | |
| Kayabali et al. | Nail penetration test for determining the uniaxial compressive strength of rock | |
| Yusof et al. | Reliability of using standard penetration test (SPT) in predicting properties of soil | |
| CN111706322B (en) | Rock drilling response prediction method and prediction system | |
| Erguler et al. | Estimation of uniaxial compressive strength of clay-bearing weak rocks using needle penetration resistance | |
| CN101419144B (en) | Micro-crack on site concrete strength detecting method and implementing device thereof | |
| Yang et al. | Study on a digital drilling test–based rock uniaxial compressive strength measurement method | |
| CN116579146A (en) | Tunnel rock mass dynamic grading method based on drilling process of rock drill | |
| CN111206923B (en) | Testing method for determining modulus ratio and strength ratio of jointed rock mass by using drilling energy | |
| EP3795796B1 (en) | A method for determination of properties of cuttings from rock drilling | |
| CN111861138A (en) | Coal rock micro-core digital intelligent fine detection and prediction system, method and device | |
| KR100835848B1 (en) | Automatic analysis method for the strength of the shotcrete lining under construction and the deteriorated concrete with aging | |
| Röshoff et al. | Strategy for a Rock Mechanics Site Descriptive Model. Development and testing of the empirical approach | |
| Pengfei et al. | A volumetric strain-based method to determine crack initiation stress of low-porosity rocks |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |