CN108844818A - A kind of method of determining rock in load any time porosity - Google Patents
A kind of method of determining rock in load any time porosity Download PDFInfo
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- CN108844818A CN108844818A CN201810401762.0A CN201810401762A CN108844818A CN 108844818 A CN108844818 A CN 108844818A CN 201810401762 A CN201810401762 A CN 201810401762A CN 108844818 A CN108844818 A CN 108844818A
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- 239000011435 rock Substances 0.000 title claims abstract description 64
- 238000000034 method Methods 0.000 title claims abstract description 36
- 238000012360 testing method Methods 0.000 claims abstract description 99
- 238000010586 diagram Methods 0.000 claims abstract description 14
- 239000011148 porous material Substances 0.000 claims abstract description 14
- 239000011159 matrix material Substances 0.000 claims abstract description 12
- 239000007787 solid Substances 0.000 claims abstract description 12
- 239000011800 void material Substances 0.000 claims abstract description 10
- 238000012669 compression test Methods 0.000 claims abstract description 8
- 230000005856 abnormality Effects 0.000 claims abstract description 4
- 230000001066 destructive effect Effects 0.000 claims abstract description 4
- 230000006378 damage Effects 0.000 claims description 5
- 230000004323 axial length Effects 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000013100 final test Methods 0.000 claims description 3
- 238000003754 machining Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000005070 sampling Methods 0.000 abstract description 3
- 238000009533 lab test Methods 0.000 abstract description 2
- 229910052500 inorganic mineral Inorganic materials 0.000 description 3
- 239000011707 mineral Substances 0.000 description 3
- 230000018109 developmental process Effects 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 230000001186 cumulative effect Effects 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 230000000994 depressogenic effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 238000005065 mining Methods 0.000 description 1
Classifications
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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
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N15/00—Investigating characteristics of particles; Investigating permeability, pore-volume or surface-area of porous materials
- G01N15/08—Investigating permeability, pore-volume, or surface area of porous materials
- G01N15/088—Investigating volume, surface area, size or distribution of pores; Porosimetry
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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
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
-
- 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
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/025—Geometry of the test
- G01N2203/0256—Triaxial, i.e. the forces being applied along three normal axes of the specimen
-
- 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
- G01N2203/02—Details not specific for a particular testing method
- G01N2203/06—Indicating or recording means; Sensing means
- G01N2203/067—Parameter measured for estimating the property
- G01N2203/0682—Spatial dimension, e.g. length, area, angle
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- Biochemistry (AREA)
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Immunology (AREA)
- Pathology (AREA)
- Dispersion Chemistry (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The present invention provides a kind of determining rock in the method for load any time porosity, is related to Geotechnical Engineering field.This method includes：It bores sample and modifies in scene；Test specimen is formed to rock sample core taking with corning machine；Obtain the initial pore volume and initial volume of test specimen；Triaxial compression test is carried out to test specimen, obtains axis radial direction stress-strain data of the test specimen from on-test into destructive process；Test specimen axis radial direction stress-strain curve diagram is drawn, and by the abnormality value removing in curve graph；Draw test specimen internal void and solid matrix simple diagram；Determine porosity of the test specimen in the case where loading any time.A kind of method of the determining rock provided by the invention in load any time porosity, laboratory test is carried out by field sampling, it can be while carrying out the test of rock basic mechanical, quickly determine the porosity of the rock in the case where loading any time, it is convenient succinct, and calculated result is accurate, can really reflect the actual porosity of rock.
Description
Technical field
The present invention relates to Geotechnical Engineering fields, and in particular to a kind of determining rock is in load any time porosity
Method.
Background technique
Recently as social economy, people for mineral resources demand and scientific and technical growing, exploitation of mineral resources
Depth is also continuously increased, and how safely and efficiently to carry out deep mining mineral resources just becomes relationship China rapid economic development
Important topic.Deep rock mass is generally under high-ground stress, high-temperature, hypertonic flow field state, and mechanical property and low stress shape
Geotechnical materials show different mechanical strength characteristics under state：1. not only soft rock shows the apparent rheological equationm of state, but also
Hard rock also has rheological effect as granite；2. it is quasi- generally to obey linear Geotechnical materials intensity under low confining pressure
Then, then obviously there is nonlinear characteristic under high confining pressure state；3. rock failure mechanism of rock state is gradually broken by brittleness with the increase of confining pressure
It is bad to switch to ductile fracture；4. each mechanical strength parameter increases as confining pressure increase has certain amplitude.Since deep rock mass is long-term
It is more complicated that its porosity measured for the rock under complex environment under high-stress state, in existing method, and work
Work amount is bigger, substantially relatively difficult to achieve.
Summary of the invention
In view of the problems of the existing technology, the present invention provides a kind of determining rock in the side of load any time porosity
Method carries out laboratory test by field sampling, can quickly determine and appoint in load while carrying out the test of rock basic mechanical
The porosity of rock is inscribed when meaning, it is convenient succinct, and calculated result is accurate.
To achieve the goals above, a kind of determining rock includes the following steps in the method for load any time porosity：
Step 1：Rock sample after live simple cutting is modified with cutting machine, allows to be placed on corning machine；
Step 2：With corning machine using water drilling method to rock sample core taking, machining accuracy in strict accordance with《Rock test method standard》
(GB50218-94) it carries out, makes the shape cylindrical body of its core, diameter 50mm is highly 100mm, is cut and is justified using cutting machine
Two end faces of column are simultaneously polished, and it is stand-by that final test specimen is made；Wherein, on the axial length direction of test specimen, diameter error
Without departing from diameter threshold, the nonparallelism maximum in test specimen two ends face is no more than depth of parallelism threshold value, makes test specimen two ends face perpendicular to examination
Part axis, and maximum deviation is no more than deviation threshold；
Step 3：Obtain the initial pore volume and initial volume of test specimen；
Step 4：Triaxial compression test is carried out to test specimen, test specimen is obtained and is radially answered from axis of the on-test into destructive process
Stress-strain data；
Step 5：It is radial to be drawn according to the test specimen axis radial direction stress-strain data of acquisition for test specimen axis by Origin software
Stress-strain curve diagram, and by the abnormality value removing in curve graph；
Step 6：According to bulk strain and axis radial direction strain stress relation formula, obtains volume of the test specimen in the case where loading different moments and answer
Stress-strain data；
Step 7：According to volumetric stress strain data of the test specimen got in the case where loading different moments, by test specimen internal holes
Gap and solid matrix volume are simplified, and together by all pore volume regulations, draw test specimen internal void and solid matrix
Simple diagram；
Step 8：According to the initial pore volume of test specimen of the test specimen internal void and solid matrix simple diagram, acquisition drawn out
And initial volume, determine porosity of the test specimen in the case where loading any time, i.e. porosity of the rock in the case where loading any time.
Further, diameter threshold is 0.3mm in the step 2, and depth of parallelism threshold value is 0.05mm, and deviation threshold is
0.25°。
Further, triaxial compression test includes three kinds of forms in the step 4：Determine confining pressure to increase axis pressure, unload confining pressure dead axle
Press and unload axis pressure lifting shaft pressure；The operating process for determining confining pressure increasing axis pressure mode is as follows：Axis pressure and confining pressure are loaded into predetermined value,
Then it maintains confining pressure constant, gradually increases axis straightening to test specimen and destroy；The operating process for unloading confining pressure dead axle pressure mode is as follows：
Loading axis pressure and confining pressure keep confining pressure confining pressure constant, are gradually increased axis and press and keep loaded value, loaded value takes to predetermined value simultaneously
The 60%~80% of intensity when the normal triaxial rock failure mechanism of rock guarantees that axis presses unloading confining pressure to sample in constant situation to destroy；It is described
The operating process for unloading axis pressure lifting shaft pressure mode is as follows：Loading axis pressure and confining pressure to predetermined value simultaneously, keep confining pressure confining pressure constant, by
Loaded value is pressed and kept to cumulative big axis, the 60%~80% of intensity when loaded value takes the normal triaxial rock failure mechanism of rock, with fixed rate
Gradually it is loaded onto test specimen destruction.
Further, bulk strain and the formula of axis radial direction strain stress relation formula are as follows in the step 6：
εV=ε1+2ε2；
Wherein, εVFor bulk strain of the test specimen in the case where loading current time, ε1For axial direction of the test specimen in the case where loading current time
Strain, ε2For lateral strain of the test specimen in the case where loading current time.
Further, determine that the formula of porosity of the test specimen in the case where loading any time is as follows in the step 8：
Wherein, etFor porosity of the test specimen in the case where loading any time, V1For the initial pore volume of test specimen, V0For test specimen
Initial volume, εtFor bulk strain of the test specimen in the case where loading any time.
Beneficial effects of the present invention：
The present invention proposes a kind of determining rock in the method for load any time porosity, pass through field sampling carry out it is indoor
Test can quickly determine the porosity of the rock in the case where loading any time, side while carrying out the test of rock basic mechanical
Just succinct, and calculated result is accurate, can really reflect the actual porosity of rock.
Detailed description of the invention
Fig. 1 is to determine rock in the flow chart of the method for load any time porosity in the embodiment of the present invention；
Fig. 2 is axis of embodiment of the present invention radial stress strain curve figure；
Fig. 3 is the schematic diagram that exceptional value in curve graph is rejected in the embodiment of the present invention；
Wherein, (a) is the curve graph imported；It (b) is the curve graph after excluding outlier；
Fig. 4 is test specimen internal void and solid matrix simple diagram in the embodiment of the present invention.
Specific embodiment
It is right in the following with reference to the drawings and specific embodiments in order to be more clear the purpose of the present invention, technical solution and advantage
The present invention is described in further details.Described herein specific examples are only used to explain the present invention, is not used to limit this
Invention.
A kind of determining rock is in the method for load any time porosity, and process is as shown in Figure 1, the specific method is as follows institute
It states：
Step 1：Rock sample after live simple cutting is modified with cutting machine, allows to be placed on corning machine.
Step 2：With corning machine using water drilling method to rock sample core taking, machining accuracy in strict accordance with《Rock test method standard》
(GB50218-94) it carries out, makes the shape cylindrical body of its core, diameter 50mm is highly 100mm, is cut and is justified using cutting machine
Two end faces of column are simultaneously polished, and it is stand-by that final test specimen is made；Wherein, on the axial length direction of test specimen, diameter error
Without departing from diameter threshold 0.3mm, the nonparallelism maximum in test specimen two ends face is no more than depth of parallelism threshold value 0.05mm, makes test specimen two ends
Face is perpendicular to test specimen axis, and maximum deviation is no more than 0.25 ° of deviation threshold.
Step 3：Obtain the initial pore volume and initial volume of test specimen.
In the present embodiment, the initial pore volume of the test specimen got is 0.0247m2, the initial volume of test specimen is
0.1966m2。
Step 4：Triaxial compression test is carried out to test specimen, test specimen is obtained and is radially answered from axis of the on-test into destructive process
Stress-strain data.
The triaxial compression test includes three kinds of forms：Determine confining pressure to increase axis pressure, unload confining pressure dead axle pressure and unload axis pressure lifting shaft pressure；
The operating process for determining confining pressure increasing axis pressure mode is as follows：Axis pressure and confining pressure are loaded into predetermined value, then maintain confining pressure constant,
Axis straightening to test specimen is gradually increased to destroy；The operating process for unloading confining pressure dead axle pressure mode is as follows：Loading axis is pressed and is enclosed simultaneously
It is depressed into predetermined value, keeps confining pressure confining pressure constant, is gradually increased axis and presses and keep loaded value, loaded value takes the normal triaxial rock failure mechanism of rock
The 60%~80% of Shi Qiangdu guarantees that axis presses unloading confining pressure to sample in constant situation to destroy；It is described to unload axis pressure lifting shaft pressure mode
Operating process it is as follows：Loading axis pressure and confining pressure keep confining pressure confining pressure constant, are gradually increased axis and press and keep to predetermined value simultaneously
It is broken to be gradually loaded onto test specimen with fixed rate for loaded value, the 60%~80% of intensity when loaded value takes the normal triaxial rock failure mechanism of rock
It is bad.
In the present embodiment, triaxial compression test is carried out using confining pressure increasing axis pressure mode is determined.
Step 5：It is radial to be drawn according to the test specimen axis radial direction stress-strain data of acquisition for test specimen axis by Origin software
Stress-strain curve diagram, and by the abnormality value removing in curve graph.
The test specimen axis radial direction stress-strain curve diagram drawn by Origin software is as shown in Fig. 2, reject in curve graph
The schematic diagram of exceptional value is as shown in Figure 3, wherein (a) is the curve graph imported in software, (b) is to pass through software excluding outlier
Curve graph afterwards.
Step 6：According to bulk strain and axis radial direction strain stress relation formula, obtains volume of the test specimen in the case where loading different moments and answer
Stress-strain data.
Shown in the formula such as formula (1) of the bulk strain and axis radial direction strain stress relation formula：
εV=ε1+2ε2 (1)
Wherein, εVFor bulk strain of the test specimen in the case where loading current time, ε1For axial direction of the test specimen in the case where loading current time
Strain, ε2For lateral strain of the test specimen in the case where loading current time.
Step 7：According to volumetric stress strain data of the test specimen got in the case where loading different moments, by test specimen internal holes
Gap and solid matrix volume are simplified, and together by all pore volume regulations, draw test specimen internal void and solid matrix
Simple diagram.
In the present embodiment, the test specimen internal void and solid matrix simple diagram of drafting are as shown in Figure 4.
Step 8：According to the initial pore volume of test specimen of the test specimen internal void and solid matrix simple diagram, acquisition drawn out
And initial volume, determine porosity of the test specimen in the case where loading any time, i.e. porosity of the rock in the case where loading any time.
Shown in the formula such as formula (2) of porosity of the determining test specimen in the case where loading any time：
Wherein, etFor porosity of the test specimen in the case where loading any time, V1For the initial pore volume of test specimen, V0For test specimen
Initial volume, εtFor bulk strain of the test specimen in the case where loading any time.
It should be noted that general provision volume compression is positive, stretching is negative, and the variation that rock volume occurs is mainly and in it
The hole variation in portion has relationship, and it is 0 that blowhole, which is generally gradually closed under load action before this and was compressed to porosity, subsequent lotus
Load, which constantly increases, forces rock generation crack to gradually form macroscopic cracking and gradually perforation destruction, thus rock volume strain variation
Situation just reflects the changing rule of porosity.Due to rock interior porosity itself, the rock interior in initial loading
Hole is gradually closed with stress increase, and after hole is closed completely, stress, which continues to increase, forces blowhole by being closed out
Starting weight new development is opened, and as the rock load time increases, porosity is also steeply risen, and rock interior hole largely extends hair
It educates, so that damage of rock degree also increases, it is last up to Rock Failure destruction, and at the time of test specimen is by densification, assert rock
Porosity is equal to the bulk strain value of this moment test specimen, i.e. ePressure=εPressure。
Finally it should be noted that：The above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although
Present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that；It still may be used
To modify to technical solution documented by previous embodiment, or some or all of the technical features are equal
Replacement；Thus these are modified or replaceed, defined by the claims in the present invention that it does not separate the essence of the corresponding technical solution
Range.
Claims (5)
1. a kind of determining rock is in the method for load any time porosity, which is characterized in that include the following steps：
Step 1：Rock sample after live simple cutting is modified with cutting machine, allows to be placed on corning machine；
Step 2：With corning machine using water drilling method to rock sample core taking, machining accuracy is carried out in strict accordance with standard, makes the shape of its core
For cylindrical body, two end faces of cylinder are cut using cutting machine and are polished, it is stand-by that final test specimen is made；Wherein, in test specimen
Axial length direction on, for diameter error without departing from diameter threshold, the nonparallelism maximum in test specimen two ends face is no more than the depth of parallelism
Threshold value makes test specimen two ends face perpendicular to test specimen axis, and maximum deviation is no more than deviation threshold；
Step 3：Obtain the initial pore volume and initial volume of test specimen；
Step 4：Triaxial compression test is carried out to test specimen, test specimen is obtained and is answered from axis radial stress of the on-test into destructive process
Parameter evidence；
Step 5：Test specimen axis radial stress is drawn according to the test specimen axis radial direction stress-strain data of acquisition by Origin software
Strain curve figure, and by the abnormality value removing in curve graph；
Step 6：According to bulk strain and axis radial direction strain stress relation formula, obtains volumetric stress of the test specimen in the case where loading different moments and answer
Parameter evidence；
Step 7：According to volumetric stress strain data of the test specimen got in the case where loading different moments, by test specimen internal void and
Solid matrix volume is simplified, and together by all pore volume regulations, draws test specimen internal void and solid matrix is simple
Figure；
Step 8：According to the initial pore volume of test specimen for the test specimen internal void and solid matrix simple diagram, acquisition drawn out and just
Initial body product, determines porosity of the test specimen in the case where loading any time, i.e. porosity of the rock in the case where loading any time.
2. determining rock according to claim 1 is in the method for load any time porosity, which is characterized in that the step
Diameter threshold is 0.3mm in rapid 2, and depth of parallelism threshold value is 0.05mm, and deviation threshold is 0.25 °.
3. determining rock according to claim 1 is in the method for load any time porosity, which is characterized in that the step
Triaxial compression test includes three kinds of forms in rapid 4：Determine confining pressure to increase axis pressure, unload confining pressure dead axle pressure and unload axis pressure lifting shaft pressure；It is described fixed
The operating process that confining pressure increases axis pressure mode is as follows：Axis pressure and confining pressure are loaded into predetermined value, then maintains confining pressure constant, gradually increases
Axis straightening to test specimen is added to destroy；The operating process for unloading confining pressure dead axle pressure mode is as follows：Loading axis pressure and confining pressure are to pre- simultaneously
Definite value keeps confining pressure confining pressure constant, is gradually increased axis and presses and keep loaded value, intensity when loaded value takes the normal triaxial rock failure mechanism of rock
60%~80%, guarantee that axis presses unloading confining pressure to sample in constant situation to destroy；The operation for unloading axis pressure lifting shaft pressure mode
Process is as follows：Loading axis pressure and confining pressure keep confining pressure confining pressure constant, are gradually increased axis and press and keep loading to predetermined value simultaneously
Value, the 60%~80% of intensity when loaded value takes the normal triaxial rock failure mechanism of rock are gradually loaded onto test specimen destruction with fixed rate.
4. determining rock according to claim 1 is in the method for load any time porosity, which is characterized in that the step
Bulk strain and the formula of axis radial direction strain stress relation formula are as follows in rapid 6：
εV=ε1+2ε2；
Wherein, εVFor bulk strain of the test specimen in the case where loading current time, ε1It is answered for axial direction of the test specimen in the case where loading current time
Become, ε2For lateral strain of the test specimen in the case where loading current time.
5. determining rock according to claim 1 is in the method for load any time porosity, which is characterized in that the step
Determine that the formula of porosity of the test specimen in the case where loading any time is as follows in rapid 8：
Wherein, etFor porosity of the test specimen in the case where loading any time, V1For the initial pore volume of test specimen, V0For the first of test specimen
Initial body product, εtFor bulk strain of the test specimen in the case where loading any time.
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