CN106370812B - A kind of comprehensive and quantitative method of discrimination of rock mass Alteration Zoning - Google Patents
A kind of comprehensive and quantitative method of discrimination of rock mass Alteration Zoning Download PDFInfo
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- CN106370812B CN106370812B CN201610691959.3A CN201610691959A CN106370812B CN 106370812 B CN106370812 B CN 106370812B CN 201610691959 A CN201610691959 A CN 201610691959A CN 106370812 B CN106370812 B CN 106370812B
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/04—Analysing solids
- G01N29/07—Analysing solids by measuring propagation velocity or propagation time of acoustic waves
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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
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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
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing 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
- G01N3/40—Investigating hardness or rebound hardness
- G01N3/52—Investigating hardness or rebound hardness by measuring extent of rebound of a striking body
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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
- G01N2203/0025—Shearing
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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
- G01N2203/0076—Hardness, compressibility or resistance to crushing
- G01N2203/0083—Rebound strike or reflected energy
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2291/00—Indexing codes associated with group G01N29/00
- G01N2291/02—Indexing codes associated with the analysed material
- G01N2291/023—Solids
- G01N2291/0232—Glass, ceramics, concrete or stone
Abstract
The invention discloses a kind of comprehensive and quantitative method of discrimination of rock mass Alteration Zoning, possession matter engineering field.This method is based on Point Loading Strength Test, rebound test, four kinds of in-situ testing techniques of sonic test and direct shear test, test result according to alterated rocks and non-alteration protolith, analysis obtains the point load strength index reduced rate of rock mass, average rebound number reduced rate, acoustic velocity reduced rate, cohesive strength reduced rate and internal friction angle reduced rate, rock mass alteration extent quantitative assessing index is established by weight analysis method, determine rock mass Alteration Zoning criterion, science Alteration Zoning is carried out to rock mass, draw strong alteration zone, medium alteration zone, the spatial distribution scope of weak alteration zone and non-alteration zone rock mass, for engineering survey, design and improvement provide scientific basis.In-situ testing technique is incorporated into during rock mass Alteration Zoning differentiates by the present invention first, and it is single to solve prior art evaluation method, human factor influence it is big, can not quantitative assessment the problems such as.Means of testing is advanced, and method of discrimination has more novelty.Compared with traditional qualitative empirical method, this method is more scientific, reasonability.
Description
Technical field
The present invention relates to Geological Engineering technical field, more particularly to a kind of comprehensive and quantitative differentiation side of rock mass Alteration Zoning
Method.
Background technology
A large amount of hydrothermal fluids be present inside the earth's crust, when these fluids enter other rock systems along passages such as fractures
Afterwards, just chemically reacting therewith so that chemical composition, mineralogical composition and the structure construction of surrounding rock all change,
The rock formed is referred to as alterated rocks.Alterated rocks is particularity rock common in the industries such as water conservancy, mining, traffic, national defence
One of, it all there is alterated rocks in such as ERTAN Hydroelectric ProJect, Xiaowan Hydropower Station, Yunnan-Qingzhang railway key project construction.Due to
The difference of environmental condition is formed, different zones rock mass alteration extent is different, significant rock mass Alteration Zoning phenomenon be present.Alteration journey
Spend big rock mass and be easily formed engineering weakness band, easily cause the deformation failure in the dam foundation, side slope, underground chamber and tunnel etc. to be asked
Topic, jeopardizes the safety of workmen, while cause construction investment to increase, the problems such as claim for eot.Rock mass Alteration Zoning is engineering
Planning, prospecting, design phase need one of key issue considered.Therefore, rock mass alteration extent and its distribution are found out, it is right
Rock mass carries out the Alteration Zoning research of science, and the safety and stablization for ensuring engineering have important theory significance and engineering real
Trample meaning.
At present, in engineering generally use visually observe with reference to geologic hammer tap method, differentiate rock mass alteration extent and
Its distribution, Alteration Zoning is carried out to rock mass.This method subjective factor influences big, it is difficult to objective, comprehensive, differentiate exactly
Point band feature of alterated rocks.
The content of the invention
It is an object of the invention to provide a kind of comprehensive and quantitative method of discrimination of rock mass Alteration Zoning, prior art can solve the problem that
Evaluation method is single, human factor influence it is big, can not quantitative assessment the problem of.
The technical solution adopted by the present invention is：
A kind of comprehensive and quantitative method of discrimination of rock mass Alteration Zoning, comprises the following steps：
Step 1：Test scope divides and test point determines：
According to survey data early stage and field geology conditions, the test scope of alterated rocks is divided, determines different alteration extents
The in-situ test point position of rock mass.Test point spacing determines that spacing is smaller, Alteration Zoning result according to engineering point band required precision
It is more accurate；The mark position at test point, for rebound test and sonic test, rock sample is taken at test point, is used for
Point Loading Strength Test and direct shear test
Step 2：The collection of test data, specifically comprises the following steps：
Point Loading Strength Test is carried out to rock sample using point loading instrument, the failing load of rock is recorded, measures sample
Size, calculate the point load strength index of rock.
Rebound test is carried out on rock mass surface using reisilometer, the rebound value of rock mass is recorded, then passes through following formulaThe average rebound number of rock mass is calculated, wherein, ReiFor the rebound value of i-th of measuring point.
Sonic test is carried out on rock mass surface using sonic test instrument, in propagation time of the record sound wave in rock mass, measured
The spacing of transmitting transducer and receive transducer central point, passes through formulaAcoustic velocity in rock mass is calculated, wherein, L
For the spacing of transmitting transducer and receive transducer central point, t is propagation time of the sound wave in rock mass, t0For instrument system
Zero propagation.
Using portable type boxshear apparatus, direct shear test is carried out to rock sample, records the Normal stress acted on shear surface
Value and shear load value, shear surface area is measured, calculate the cohesive strength and internal friction angle of rock mass.
Step 3：Rock mass alteration extent is analyzed：
Based on point load strength index, average rebound number, acoustic velocity, cohesive strength and internal friction angle, it is calculated respectively
Point load strength index reduced rate, average rebound number reduced rate, acoustic velocity reduced rate, cohesive strength reduced rate and the Nei Mo of rock mass
Wipe angle reduced rate, the Appreciation gist as rock mass alteration extent.
Step 4：Rock mass Alteration Zoning differentiates：
The evaluating obtained based on step 3, rock mass alteration extent quantitative assessing index is established using weight analysis method,
Determine rock mass Alteration Zoning criterion；According to quantitative assessing index, the rock mass alteration extent of each test point in scene is determined
Amount evaluation；According to a point band criterion, rock mass Alteration Zoning is differentiated.
The point load strength index that rock is calculated in described step two specifically comprises the following steps：
First, unmodified rock point load intensity index is calculatedWherein, PtFor failing load, DeFor etc.
Valency core diameter.Secondly, when two load(ing) point spacing are not equal to 50mm, revised point load strength indexWherein, m is modified index.
The cohesive strength of rock mass is calculated in described step two and internal friction angle specifically comprises the following steps：
First, the normal stress acted on shear surface is recordedRecord the shear stress acted on shear surfaceThen, formula is passed throughThe cohesive strength and internal friction angle of rock mass are calculated, wherein, P is to act on shearing
Normal stress on face, Q are the shear load acted on shear surface, and A is shear surface area, and σ is to act on shear surface
Normal stress, τ are the shear stress acted on shear surface, and c is rock mass cohesive strength,For rock mass internal friction angle.
In described step three, described point load strength index reduced rate passes through formulaCounted
Calculate, described average rebound number reduced rate passes through formulaCalculated, described acoustic velocity reduced rate passes through
FormulaCalculated, described cohesive strength reduced rate passes through formulaCalculated, it is described in rub
Wipe angle reduced rate and pass through formulaCalculated；Wherein, Is(50)、I′s(50)Respectively non-alteration protolith and alterated rocks
Point load strength index；Re、R′eThe average rebound number of respectively non-alteration protolith and alterated rocks；V, V ' is respectively that non-alteration is former
The acoustic velocity value of rock and alterated rocks, c, c ' are respectively the cohesive strength of non-alteration protolith and alterated rocks；Do not lose respectively
Become the internal friction angle of protolith and alterated rocks.
Rock mass alteration extent quantitative assessing index f, described f=∑s w are established in described step fourifiWherein, wi is power
Weight coefficient, i=1,2,3,4,5, wi value sizes carry out assignment according to the accuracy and reliability of in-situ test data, meet ∑ wi
=1.
Determine that rock mass Alteration Zoning criterion is specially in described step four：According to fieldtesting results, rock is determined
Body Alteration Zoning criterion：It is non-alteration protolith if f=0；If 0<f<U1, it is weak erosion rock；If u1≤f<U2, it is medium erosion
Become；If u2≤f<1, it is strong alteration, wherein, u1 and u2 are a point band coefficient, and its value determines according to concrete engineering condition, meets u1<
u2。
Differentiate that rock mass Alteration Zoning feature is specially in described step four：First, based on quantitative assessing index, calculate each
Test point rock mass alteration extent evaluation index value, draw the alteration extent of each test point rock mass；Then, differentiate according to a point band accurate
Then, the rock mass in same alteration extent section is divided into same alteration zone, to rock mass carry out Alteration Zoning, draw strong alteration zone,
The spatial distribution scope of medium alteration zone, weak alteration zone and non-alteration zone rock mass.
The present invention is first by Point Loading Strength Test, rebound test, the survey in situ of sonic test and four kinds of scenes of direct shear test
Examination technology is incorporated into rock mass Alteration Zoning, it is intended to proposes a kind of comprehensive and quantitative method of discrimination of rock mass Alteration Zoning.Using upper
Technical scheme is stated, acquired beneficial effect is：
(1) in-situ testing technique is incorporated into the differentiation of rock mass Alteration Zoning by the present invention first, effectively compensate at present also
There is no the defects of quantitative identification method.During differentiation can synchronization gain Mechanics Parameters of Rock Mass, can directly for engineering design use,
Means of testing is advanced, and method of discrimination has more novelty.
(2) the invention belongs to quantitative identification method, the more scientific, reasonability compared with traditional qualitative empirical method.
(3) present invention according to many indexes carry out comprehensive distinguishing, make differentiation result more accurate, can rapidly, continuously, big model
Enclose and Alteration Zoning differentiation is carried out to rock mass.
Brief description of the drawings
Fig. 1 is the flow chart of the present invention；
Fig. 2 is Point Loading Strength Test schematic diagram of the present invention；
Fig. 3 is direct shear test schematic diagram of the present invention；
Fig. 4 is rock mass Alteration Zoning result schematic diagram of the present invention.
Wherein, PtFailing load, the coniform pressing plates of C, E rock samples, the Normal stress that P is acted on shear surface, Q effects
Shear load on shear surface, 1 irregular shape sample, 2 shearing seam filler strips, 3 mortars, 4 shear surfaces, A1Strong alteration zone, A2In
Deng alteration zone, A3Weak alteration zone, A4Non- alteration zone, Y magmatic hydrotherm bands.
Embodiment
As shown in figure 1, the present invention comprises the following steps：
Step 1：Test scope divides and test point determines：
According to survey data early stage and field geology conditions, the test scope of alterated rocks is divided, determines different alteration extents
The in-situ test point position of rock mass.Test point spacing determines that spacing is smaller, Alteration Zoning result according to engineering point band required precision
It is more accurate；The mark position at test point, for rebound test and sonic test, rock sample is taken at test point, is used for
Point Loading Strength Test and direct shear test.
The test scope division also additional consideration has the factors such as rock mass occurrence and rock mass completeness, chooses typical case and cuts open
Face, test point position is then arranged on section.
Step 2：The collection of test data, specifically comprises the following steps：
Point Loading Strength Test is carried out to rock sample using point loading instrument, the failing load of rock is recorded, measures sample
Size, calculate the point load strength index of rock；The point load strength index that rock is calculated in described step two specifically includes
Following steps：
First, unmodified rock point load intensity index is calculatedWherein, Pt is failing load, De for etc.
Valency core diameter.
Secondly, when two load(ing) point spacing are not equal to 50mm, revised point load strength index
Wherein, m is modified index.Core Radial test De=D, wherein, D is specimen finish；Core axial testIts
In, A is the minimum sectional area by two load(ing) points；Regular square and the experiment of irregular blockWherein, W is logical
Cross the smallest cross-sectional width or mean breadth of two load(ing) points.
In Point Loading Strength Test of the present invention, rock sample can use drilling core, or from rock exposure, survey
The sillar taken in test pit groove, adit, tunnel.Surfacing near sample loading point is put down, as shown in Fig. 2 by rock sample E
It is positioned between two spherical coniform pressing plate C, at the uniform velocity applies load to sample until destroying, rock is obtained from pressure gauge
Payload values when stone sample destroys.
Specimen size after destruction is measured, including distance D between upper and lower two loadings point and connected perpendicular to loading point
The mean breadth W of line.
Rebound test is carried out on rock mass surface using reisilometer, the rebound value of rock mass is recorded, then passes through following formulaThe average rebound number of rock mass is calculated, wherein, Rei is the rebound value of i-th of measuring point.
The present invention arranges 16 resilience measuring points in practical operation, in rebound test opening position, and measuring point avoids cavity, edge
Position and fault development position, rock dust, the mud powder on measuring point rock mass surface etc. are removed before testing.When testing rebound value, resilience should be made
Instrument axis is perpendicular to rock mass surface.Measurement draws 16 rebound data values, casts out 3 maximums and 3 minimum values, is calculated
Average rebound numberWherein, Rei is the rebound value of i-th of measuring point.
Sonic test is carried out on rock mass surface using sonic test instrument, before sonic test of the present invention, it is necessary to surveying
Point surface repaiies that chipping is whole, cleans, and determines the zero propagation of determining instrument and transducer system, then applies 1-2mm in transducer face
Thick couplant, transmitting transducer and receive transducer are placed on measuring point both side surface and compressed, the cursor for adjusting sonic apparatus closes
Door signal surveys the propagation time for reading sound wave in rock mass, measures transmitting transducer and receive transducer two to sound wave first arrival position
The spacing of person's central point.Propagation time of the record sound wave in rock mass, measurement transmitting transducer and receive transducer central point
Spacing, pass through formulaAcoustic velocity in rock mass is calculated, wherein, L is transmitting transducer and receive transducer central point
Spacing, t is propagation time of the sound wave in rock mass, and t0 is the zero propagation of instrument system；
Using portable type boxshear apparatus, direct shear test is carried out to rock sample, records the Normal stress acted on shear surface
Value and shear load value, shear surface area is measured, calculate the cohesive strength and internal friction angle of rock mass；Rock is calculated in described step two
The cohesive strength and internal friction angle of body specifically comprise the following steps：
First, the normal stress acted on shear surface is recordedRecord the shear stress acted on shear surface
Then, formula is passed throughThe cohesive strength and internal friction angle of rock mass are calculated, wherein, P cuts to act on
Normal stress on section, Q are the shear load acted on shear surface, and A is shear surface area, and σ is to act on shear surface
Normal stress, τ is the shear stress acted on shear surface, and c is rock mass cohesive strength, and φ is rock mass internal friction angle.
Direct shear test of the present invention can use regular core, can also use irregular rock.During concrete operations,
By sample preparation box, core or irregular rock sample 1 are wrapped up with cement mortar 3, fixed dimension is poured into and is tried with solid shape
After sample, it is placed in portable type boxshear apparatus, shearing seam filler strip 2 is placed on shear surface, shear surface is located at sample in test process
Middle part.Apply the Normal stress P for acting on shear surface, keep Normal stress P constant, at the uniform velocity apply shear load Q, make shear surface
About 4 two disk sample phase mutual friction are cut, as shown in figure 3, record acts on the Normal stress value and shear load value of shear surface,
Shear surface area is measured, wherein, P is the Normal stress acted on shear surface, and Q is the shear load acted on shear surface, 1
It is shearing seam filler strip for irregular shape sample, 2,3 be cement mortar.
Step 3：Rock mass alteration extent is analyzed：
Based on point load strength index, average rebound number, acoustic velocity, cohesive strength and internal friction angle, it is calculated respectively
Point load strength index reduced rate, average rebound number reduced rate, acoustic velocity reduced rate, cohesive strength reduced rate and the Nei Mo of rock mass
Wipe angle reduced rate, the Appreciation gist as rock mass alteration extent.
In described step three, described point load strength index reduced rate passes through formulaCounted
Calculate, described average rebound number reduced rate passes through formulaCalculated, described acoustic velocity reduced rate passes through
FormulaCalculated, described cohesive strength reduced rate passes through formulaCalculated, it is described in rub
Wipe angle reduced rate and pass through formulaCalculated；Wherein, Is(50)、I′s(50)Respectively non-alteration protolith and alterated rocks
Point load strength index；Re、R′eThe average rebound number of respectively non-alteration protolith and alterated rocks；V, V ' is respectively that non-alteration is former
The acoustic velocity value of rock and alterated rocks, c, c ' are respectively the cohesive strength of non-alteration protolith and alterated rocks；Do not lose respectively
Become the internal friction angle of protolith and alterated rocks.
Step 4：Rock mass Alteration Zoning differentiates：
The evaluating obtained based on step 3, rock mass alteration extent quantitative assessing index is established using weight analysis method,
Determine rock mass Alteration Zoning criterion；According to quantitative assessing index, the rock mass alteration extent of each test point in scene is determined
Amount evaluation；According to a point band criterion, Alteration Zoning differentiation is carried out to rock mass.
Rock mass alteration extent quantitative assessing index f, described f=∑s w are established in described step fourifiWherein, wi is power
Weight coefficient, i=1,2,3,4,5, wi value sizes carry out assignment according to the accuracy and reliability of in-situ test data, meet ∑ wi
=1.
Determine that rock mass Alteration Zoning criterion is specially in the step 4：According to fieldtesting results, rock mass is determined
Alteration Zoning criterion：It is non-alteration protolith if f=0；If 0<f<U1, it is weak erosion rock；If u1≤f<U2, it is medium alteration；
If u2≤f<1, it is strong alteration, wherein, u1 and u2 are a point band coefficient, and its value determines according to concrete engineering condition, meets u1<u2.
Differentiate that rock mass Alteration Zoning feature is specially in the step 4：Based on quantitative assessing index, each test point is calculated
Rock mass alteration extent evaluation index value, draw the alteration extent of each test point rock mass.According to a point band criterion, by same alteration
The rock mass in degree section is divided into same alteration zone, carries out Alteration Zoning to rock mass, draws strong alteration zone A1, medium alteration zone
A2, weak alteration zone A3 and non-alteration zone A4 rock mass spatial distribution scope, as shown in figure 4, being carried for engineering survey, design and improvement
For scientific basis.
Claims (7)
- A kind of 1. comprehensive and quantitative method of discrimination of rock mass Alteration Zoning, it is characterised in that：Comprise the following steps：Step 1：Test scope divides and test point determines：According to survey data early stage and field geology conditions, the test scope of alterated rocks is divided, determines different alteration extent rock mass In-situ test point position.Test point spacing determines that spacing is smaller, and Alteration Zoning result is more smart according to engineering point band required precision Really；The mark position at test point, for rebound test and sonic test, rock sample is taken at test point, for a lotus Carry strength test and direct shear testStep 2：The collection of test data, specifically comprises the following steps：Point Loading Strength Test is carried out to rock sample using point loading instrument, the failing load of rock is recorded, measures specimen size, Calculate the point load strength index of rock.Rebound test is carried out on rock mass surface using reisilometer, the rebound value of rock mass is recorded, then passes through following formulaThe average rebound number of rock mass is calculated, wherein, ReiFor the rebound value of i-th of measuring point.Sonic test is carried out on rock mass surface using sonic test instrument, in propagation time of the record sound wave in rock mass, measures transmitting The spacing of transducer and receive transducer central point, passes through formulaAcoustic velocity in rock mass is calculated, wherein, L is hair Penetrate the spacing of transducer and receive transducer central point, t is propagation time of the sound wave in rock mass, t0Zero for instrument system prolongs When.Using portable type boxshear apparatus, direct shear test is carried out to rock sample, record the Normal stress value that acts on shear surface and Shear load value, shear surface area is measured, calculate the cohesive strength and internal friction angle of rock mass.Step 3：Rock mass alteration extent is analyzed：Based on point load strength index, average rebound number, acoustic velocity, cohesive strength and internal friction angle, rock mass is calculated respectively Point load strength index reduced rate, average rebound number reduced rate, acoustic velocity reduced rate, cohesive strength reduced rate and internal friction angle Reduced rate, the Appreciation gist as rock mass alteration extent.Step 4：Rock mass Alteration Zoning differentiates：The evaluating obtained based on step 3, rock mass alteration extent quantitative assessing index is established using weight analysis method, it is determined that Rock mass Alteration Zoning criterion；According to quantitative assessing index, the rock mass alteration extent of each test point in scene is quantitatively commented Valency；According to a point band criterion, rock mass Alteration Zoning is differentiated.
- 2. the comprehensive and quantitative method of discrimination of rock mass Alteration Zoning according to claim 1, it is characterised in that：Described step The point load strength index that rock is calculated in two specifically comprises the following steps：First, unmodified rock point load intensity index is calculatedWherein, PtFor failing load, DeFor core of equal value Diameter.Secondly, when two load(ing) point spacing are not equal to 50mm, revised point load strength indexIts In, m is modified index.
- 3. the comprehensive and quantitative method of discrimination of rock mass Alteration Zoning according to claim 1, it is characterised in that：DescribedThe cohesive strength of rock mass is calculated in step 2 and internal friction angle specifically comprises the following steps：First, the normal stress acted on shear surface is recordedRecord the shear stress acted on shear surfaceSo Afterwards, formula is passed throughThe cohesive strength and internal friction angle of rock mass are calculated, wherein, P is the method acted on shear surface To load, Q is the shear load acted on shear surface, and A is shear surface area, and σ is the normal stress acted on shear surface, τ is the shear stress acted on shear surface, and c is rock mass cohesive strength,For rock mass internal friction angle.
- 4. the comprehensive and quantitative method of discrimination of rock mass Alteration Zoning according to claim 1, it is characterised in that：DescribedIn step 3, described point load strength index reduced rate passes through formulaCalculated, described is flat Equal rebound value reduced rate passes through formulaCalculated, described acoustic velocity reduced rate passes through formulaCalculated, described cohesive strength reduced rate passes through formulaCalculated, described internal friction angle Reduced rate passes through formulaCalculated；Wherein, Is(50)、Is′(50)The point of respectively non-alteration protolith and alterated rocks Load intensity index；Re、Re' be respectively non-alteration protolith and alterated rocks average rebound number；V, V ' be respectively non-alteration protolith with The acoustic velocity value of alterated rocks, c, c ' are respectively the cohesive strength of non-alteration protolith and alterated rocks；Respectively non-alteration is former The internal friction angle of rock and alterated rocks.
- 5. the comprehensive and quantitative method of discrimination of rock mass Alteration Zoning according to claim 1, it is characterised in that：DescribedRock mass alteration extent quantitative assessing index f, described f=∑s w are established in step 4ifiWherein, wiFor weight coefficient, i= 1,2,3,4,5, wiIt is worth size and assignment is carried out according to the accuracy and reliability of in-situ test data, meets ∑ wi=1.
- 6. the comprehensive and quantitative method of discrimination of rock mass Alteration Zoning according to claim 1, it is characterised in that：Described step Determine that rock mass Alteration Zoning criterion is specially in four：According to fieldtesting results, rock mass Alteration Zoning criterion is determined： If it is non-alteration protolith if f=0；If 0<f<U1, it is weak erosion rock；If u1≤f<U2, it is medium alteration；If u2≤f<1, it is strong Alteration, wherein, u1And u2For a point band coefficient, its value determines according to concrete engineering condition, meets u1<u2。
- 7. the comprehensive and quantitative method of discrimination of rock mass Alteration Zoning according to claim 1, it is characterised in that：Described step Differentiate that rock mass Alteration Zoning feature is specially in four：First, based on quantitative assessing index, each test point rock mass alteration extent is calculated Evaluation index value, draw the alteration extent of each test point rock mass；Then, according to a point band criterion, by same alteration extent area Between rock mass be divided into same alteration zone, to rock mass carry out Alteration Zoning, draw strong alteration zone, medium alteration zone, weak alteration zone The spatial distribution scope of non-alteration zone rock mass.
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| 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 |
| CN116793861A (en) * | 2023-08-28 | 2023-09-22 | 安徽建筑大学 | Irregular rock mass shear test device |
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| CN102053268B (en) * | 2010-11-18 | 2012-07-25 | 中国石油天然气股份有限公司 | Method and device for identifying lithologic character of altered volcanic rock |
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