CN108519284A - Underground engineering wall rock digital rig real-time graded method - Google Patents
Underground engineering wall rock digital rig real-time graded method Download PDFInfo
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- 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
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- 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
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- 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
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- 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
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- 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
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- 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
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Abstract
The invention discloses underground engineering wall rock digital rig real-time graded methods, including：It is obtained with brill parameter using live drilling test 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, foundation is provided 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 materials.
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 technology
Currently, fender graded is the basic work of underground engineering design construction.Currently used fender graded method has
BQ classification, RMR classification etc., but there is following defect：
(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 lack effective solution side
Case.
Invention content
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, efficient, live real-time judgment.
Underground engineering wall rock digital rig real-time graded method, including：
Model is established, it is specific to establish with brill parameter and rock mass uniaxial compressive strength relational model, it is broken with rock mass with parameter is bored
Broken Relationship of Coefficients model, equivalent uniaxial compressive strength and surrounding rock displacement relational model；
It is obtained with parameter is bored, by with brill parameter and rock mass uniaxial compressive using live drilling test at underground engineering scene
Strength relationship model obtains rock mass uniaxial compressive strength, broken based on rock mass is obtained with rock crushing Relationship of Coefficients model with brill parameter
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 that bore between parameter and rock mass cutting crushing energy crushing energy is cut with rock mass
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
Rotating speed.
Further, energy analysis method is used 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 by indoor uniaxial compression test or live Point Load Tests when uniaxial compressive strength.
Further, described with parameter is bored with rock crushing Relationship of Coefficients model 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 using unsupervised type with the response relation for boring parameter and rock crushing coefficient 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 is：K=σ × m, wherein σ are by with brill parameter and list
The uniaxial compressive strength that axis compression strength relational model obtains, m are by being obtained with rock crushing Relationship of Coefficients model with brill parameter
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 is crept into surrounding rock displacement relational model when establishing using scene
Experiment obtain with bore the anti-equivalent uniaxial compressive strength for releasing each 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 invention are as follows：
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 suitable for underground engineering to country rock.
2, the present invention by digital rig technology using borer drilling procedure with bore parameter (drilling machine axis pressure, torque, rotating 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
Experiment, classification indicators are succinctly clear, directly using drilling machine carry out fender graded in real time with parameter is bored, with intuitive, 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 with brill according to what scene obtained
Number is anti-to release surrounding rock displacement, to be accurately classified to country rock in real time using surrounding rock stability, is applied 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 materials.
Description of the drawings
The accompanying drawings which form a part of this application are used for providing further understanding of the present application, and the application's shows
Meaning property embodiment and its explanation do not constitute the improper restriction to the application for explaining the application.
Fig. 1 is specific embodiments of the present invention sub-process figure.
Specific implementation mode
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 implementation mode, 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 singulative
It is also 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 combination thereof.
As background technology 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, the underground engineering wall rock digital rig real-time graded method include：
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 can obtain, with parameter is bored, uniaxial compressive being obtained in conjunction with above-mentioned relation model by digital rig measuring technology
Intensity, fragmentation factor, equivalent uniaxial compressive strength and surrounding rock displacement, to realize that country rock is quick and precisely classified.
Wherein, it is to obtain with boring parameter and rock mass uniaxial compressive strength relational model and with boring parameter and rock crushing coefficient
Relational model needs to carry out laboratory test and field test.To obtain the relationship mould of equivalent uniaxial compressive strength and surrounding rock displacement
Type needs to carry out numerical simulation and field test.
Specifically：
Carry out rock mass sample drilling test in laboratory, by coordinating PDC drill bit and the bit pressure on drilling machine
Sensor, torque sensor, displacement sensor and speed probe measure drilling pressure, drilling torque, brill in drilling process
Into rate and drilling rotating speed etc. with brill parameter.It is established with energy analysis method and cuts crushing energy (bit cutting with brill parameter and rock mass
The energy that unit volume rock mass is consumed) 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 profit
It is established with the relational model for boring parameter and rock crushing coefficient with unsupervised type clustering statistical method.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, monitored and acquired in real time using digital rig measuring technology drilling torque, drilling pressure,
Rate and drilling rotating speed are crept into, the cutting crushing energy of rock mass is calculated, substitution is established anti-with rock mass single shaft with parameter is bored
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.
Reduction effectiveness of the rock crushing degree to rock mass strength is not accounted 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, to 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 being obtained 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.
Cohesive strength, internal friction angle, elasticity modulus, Poisson's ratio and the utilization scene of each rock mass are measured by laboratory test
Drilling test obtain with bore the anti-equivalent uniaxial compressive strength for releasing each rock mass of parameter.Simultaneously to different lithology classification, no
The country rock of same strength grade, different rock-layers combination carries 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 bore 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 profit
It is obtained with parameter is bored, by uniaxial with brill parameter and rock mass uniaxial compressive strength relational model acquisition rock mass with live drilling test
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 obtains surrounding rock displacement with surrounding rock displacement relational model, and then can be by rapidly and accurately carrying out country rock point with brill parameter
Grade.
The foregoing is merely the preferred embodiments of the application, are not intended to limit this application, for the skill of this field
For art personnel, the application can have various modifications and variations.Within the spirit and principles of this application, any made by repair
Change, equivalent replacement, improvement etc., should be included within the protection domain of the application.
Claims (10)
1. underground engineering wall rock digital rig real-time graded method, characterized in that including：
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 with parameter is bored, by with brill parameter and rock mass uniaxial compressive strength using live drilling test 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, according to surrounding rock displacement and then to country rock using equivalent uniaxial compressive strength and surrounding rock displacement relational model
Real-time divided rank.
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
Relational model between the energy that brill parameter and rock mass cutting crushing energy, that is, bit cutting unit volume rock mass are consumed；
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；
The model of crushing energy is cut with rock mass with the relational model and uniaxial compressive strength bored 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 rotating 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, pass through indoor uniaxial compression when obtaining the corresponding uniaxial compressive strength of rock mass
Experiment 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 using uniaxial
When compression strength correction formula obtains equivalent uniaxial compressive strength by rock mass uniaxial compressive strength and rock crushing coefficient, single shaft is anti-
Compressive Strength correction formula is：K=σ × m, wherein σ are the single shaft by being obtained with uniaxial compressive strength relational model with parameter is bored
Compression strength, m are the rock crushing coefficient by being obtained with rock crushing Relationship of Coefficients model with parameter is bored, and K is anti-with single shaft
Based on Compressive Strength, the equivalent uniaxial compressive strength that degree of crushing acts on weakening strength is considered.
9. underground engineering wall rock digital rig real-time graded method as described in claim 1, characterized in that the equivalent single shaft
Compression strength is with surrounding rock displacement relational model when establishing, and using the acquisition of live drilling test, with boring, parameter is counter to release each rock
The equivalent uniaxial compressive strength of body；
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 is fitted, and establishes different lithology classification, different intensity grades, equivalent uniaxial compressive strength and country rock under different rock-layers combination
The relational model of displacement.
10. underground engineering wall rock digital rig real-time graded method as claimed in claim 9, characterized in that it is described will be equivalent
The rock deformation that the rock deformation and in-site measurement that uniaxial compressive strength is obtained with numerical simulation obtain carries out Function Fitting
Shi Caiyong fitting of a polynomials, linear fit, support vector machines or least square method but it is not limited to the above method.
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