CN107941619B - A method of applied to measurement rock effective stress coefficient - Google Patents
A method of applied to measurement rock effective stress coefficient Download PDFInfo
- Publication number
- CN107941619B CN107941619B CN201710947249.7A CN201710947249A CN107941619B CN 107941619 B CN107941619 B CN 107941619B CN 201710947249 A CN201710947249 A CN 201710947249A CN 107941619 B CN107941619 B CN 107941619B
- Authority
- CN
- China
- Prior art keywords
- target sample
- bulk
- effective stress
- stress coefficient
- strain amount
- 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
- G01N3/10—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces generated by pneumatic or hydraulic pressure
- G01N3/12—Pressure testing
Abstract
The present invention provides a kind of method applied to measurement rock effective stress coefficient, belongs to field of measuring technique.The described method includes: carrying out draining load to target sample, target sample is made to be in hydrostatic pressure state；Pressure-loaded is carried out to target sample, according to the axial deflection of obtained target sample, the transversely deforming amount of target sample, the diameter of target sample and the height of target sample, to obtain the bulk strain amount of target sample；Obtain the hydrostatic pressure of target sample；According to hydrostatic pressure and bulk strain amount, the bulk compressibility modulus of target sample is obtained；The load of hole power is carried out to target sample, obtains the bulk strain amount carried out after the load of hole power；According to the bulk strain amount after progress hole power load, the coupling parameter of target sample is obtained；According to bulk compressibility modulus and coupling parameter, effective stress coefficient is obtained.The present invention reaches the computational accuracy for improving effective stress coefficient, simplifies the technical effect of laboratory operating procedures.
Description
Technical field
The invention belongs to field of measuring technique, in particular to a kind of method applied to measurement rock effective stress coefficient.
Background technique
For the Biot coefficient in effective stress, i.e., for effective stress coefficient, effective stress coefficient is evaluation reservoir rock
It is particularly important to consolidate coupling mechanism for Study In Reservoir rock stream for the important indicator of stone.Effective stress refers to soil in load action
Under, the average normal stress transmitted by inter-granular contact face is called intergranular stress；It can cause the deformation of the soil body and determine the anti-of soil
Cut intensity；The effective stress of the soil body is bigger, and shearing strength is also bigger.The reason of generating effective stress mainly has the gravity of the soil body
Effect and additional stress effect etc..Effective stress is opened in carbon dioxide geologic sequestration, nuke rubbish underground disposal and petroleum resources
It is had important application during hair.
In prior art book, the common method for measuring effective stress coefficient is the Cross- based on drill core permeability rate variation
Plotting method passes through the relation curve that under acquisition constant confining pressure effect, permeability changes with hole power.Take a series of infiltrations
Rate is as reference value, and to obtain the combination of confining pressure Yu hole force value, the slope of confining pressure and the linear relationship of hole force value is to have
Effect force coefficient.Since Cross-plotting method is primarily adapted for use in low-permeability rock, and assume identical in permeability
Under conditions of effective stress coefficient having the same, then effective stress coefficient is obtained with chart linear fit, so Cross-
There are the accuracy of calculated result is poor for plotting method.
This allows for measurement effective stress coefficient in the prior art, and it is poor that there are computational solution precisions, and measuring process is multiple
Miscellaneous technological deficiency.
Summary of the invention
The technical problem to be solved by the present invention is in existing measurement effective stress coefficient technology, there are calculated results
Precision is poor, the technological deficiency of measuring process complexity.
In order to solve the above technical problems, the present invention provides a kind of method applied to measurement rock effective stress coefficient,
The described method includes: carrying out draining load to target sample, the target sample is made to be in hydrostatic pressure state；To the target
Sample carries out pressure-loaded, obtains the axial deflection of the target sample, the transversely deforming amount of the target sample, the mesh
The height of the diameter of standard specimen product and the target sample；According to the axial deflection, the transversely deforming amount, the diameter and
The height obtains the bulk strain amount of the target sample；Obtain the hydrostatic pressure of the target sample；According to the hydrostatic
Pressure and the bulk strain amount, obtain the bulk compressibility modulus of the target sample；Hole power is carried out to the target sample
Load obtains the bulk strain amount carried out after the load of hole power；According to the volume after the progress hole power load
Dependent variable obtains the coupling parameter of the target sample；According to the bulk compressibility modulus and the coupling parameter, described in acquisition
Effective stress coefficient.
Further, it is cylinder that the method for being applied to measurement rock effective stress coefficient, which includes: the target sample,
Shape rock, the diameter of the target sample are 50mm, and the height of the target sample is 100mm.
It is further, described that target sample is carried out draining to load including: the hole power for adjusting the target sample,
Make the hole power zero.
Further, described according to the axial deflection and the transversely deforming amount, obtain the body of the target sample
It is L that product dependent variable, which includes: the axial deflection,；The transversely deforming amount is D；The height of the target sample is L0；It is described
The diameter of target sample is D0；First dependent variable of the target sample is ε1；Second dependent variable of the target sample is ε2；
First dependent variable is according to formula ε1=L/L0It calculates；Second dependent variable is according to formula ε2=D/D0It obtains.
Further, described according to the hydrostatic pressure and the bulk strain amount, obtain the volume of the target sample
Compression modulus includes: that the hydrostatic pressure and the bulk strain amount are formed scatter plot；The scatter plot is analyzed, according to described
The linear relationship of bulk strain amount obtains the bulk compressibility modulus of the target sample.
Further, it is ε that the method for being applied to measurement rock effective stress coefficient, which includes: the bulk strain amount,v；
The bulk strain amount is according to formula εv=ε1+2ε2It calculates；The hole power is p；The hydrostatic pressure is σm；The volume pressure
Contracting modulus is Kb；The bulk compressibility modulus is according to the formula Kb=(△ σm/△εv)∣△ p=0It obtains.
Further, the bulk strain amount according to after the progress hole power load, obtains the target sample
Coupling parameter include: that the fluid is injected into the hole of the target sample, to the target sample carry out hole power add
It carries；Obtain the bulk strain amount after the progress hole power load；It is answered according to the volume after the progress hole power load
Variable obtains the coupling parameter of the target sample.
Further, it is H that the method for being applied to measurement rock effective stress coefficient, which includes: the coupling parameter,；Institute
The bulk strain amount stated after carrying out the load of hole power is εv0；The coupling parameter is according to formula H=(△ p/ △ εv0)∣σ m=0It obtains
?.
Further, described according to the bulk compressibility modulus and the coupling parameter, obtain the effective stress coefficient
It include: the effective stress coefficient is b；The effective stress coefficient is according to formula b=Kb/ H is obtained.
The utility model has the advantages that
The present invention provides a kind of method applied to measurement rock effective stress coefficient, by draining to target sample
Load, makes target sample be in hydrostatic pressure state；Be in hydrostatic pressure state in target sample, to the target sample into
Row pressure-loaded.During pressure-loaded, according to the axial deflection, the transversely deforming amount, the diameter and described
Highly, the product dependent variable of the target sample is calculated；And according to the hydrostatic pressure and the bulk strain amount, to count
Calculate the bulk compressibility modulus of the target sample.Meanwhile the load of hole power is carried out to the target sample, according to the hole
Bulk strain amount after power load, to calculate the coupling parameter of the target sample.Finally, calculated according to above-mentioned institute
Bulk compressibility modulus and coupling parameter, to calculate effective stress coefficient.To make target sample keep hydrostatic pressure constant, only
Need to carry out pressure-loaded by the hole to target sample, pore pressure be made to cause the bulk strain of target sample, by pressure plus
Bulk compressibility modulus and coupling parameter obtained, can find out effective stress coefficient during load.Have to reach raising
The computational accuracy of effect force coefficient simplifies the technical effect of laboratory operating procedures.
Detailed description of the invention
It in order to more clearly explain the embodiment of the invention or the technical proposal in the existing technology, below will be to institute in embodiment
Attached drawing to be used is needed to be briefly described, it should be apparent that, the accompanying drawings in the following description is only some implementations of the invention
Example, for those of ordinary skill in the art, without creative efforts, can also obtain according to these attached drawings
Obtain other attached drawings.
Fig. 1 is a kind of method flow diagram applied to measurement rock effective stress coefficient provided in an embodiment of the present invention.
Specific embodiment
The invention discloses a kind of methods applied to measurement rock effective stress coefficient, by arranging target sample
Water load, makes target sample be in hydrostatic pressure state；It is in hydrostatic pressure state in target sample, to the target sample
Carry out pressure-loaded.During pressure-loaded, according to the axial deflection, the transversely deforming amount, the diameter and institute
Height is stated, to calculate the product dependent variable of the target sample；And according to the hydrostatic pressure and the bulk strain amount, come
Calculate the bulk compressibility modulus of the target sample.Meanwhile the load of hole power is carried out to the target sample, according to the hole
Bulk strain amount after the load of gap power, to calculate the coupling parameter of the target sample.Finally, being calculated according to above-mentioned
Bulk compressibility modulus and coupling parameter, to calculate effective stress coefficient.To make target sample keep hydrostatic pressure constant,
Only pressure-loaded need to be carried out by the hole to target sample, so that pore pressure is caused the bulk strain of target sample, by pressure
Bulk compressibility modulus obtained in loading procedure and coupling parameter can find out effective stress coefficient.To reach raising
The computational accuracy of effective stress coefficient simplifies the technical effect of laboratory operating procedures.
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete
Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on
Embodiment in the present invention, those of ordinary skill in the art's every other embodiment obtained belong to what the present invention protected
Range；Wherein "and/or" keyword involved in this implementation, indicate and or two kinds of situations, in other words, the present invention implement
A and/or B mentioned by example, illustrate two kinds of A and B, A or B situations, describe three kinds of states present in A and B, such as A and/or
B, indicate: only including A does not include B；Only including B does not include A；Including A and B.
Meanwhile in the embodiment of the present invention, when component is referred to as " being fixed on " another component, it can be directly at another
On component or there may also be components placed in the middle.When a component is considered as " connection " another component, it be can be directly
It is connected to another component or may be simultaneously present component placed in the middle.When a component is considered as " being set to " another group
Part, it, which can be, is set up directly on another component or may be simultaneously present component placed in the middle.Made in the embodiment of the present invention
Term "vertical", "horizontal", "left" and "right" and similar statement are merely for purposes of illustration, and are not intended to
The limitation present invention.
Referring to Figure 1, Fig. 1 is a kind of method flow diagram applied to measurement rock effective stress coefficient.The present invention is implemented
Example provides a kind of method applied to measurement rock effective stress coefficient, which comprises
Step S100 carries out draining load to target sample, and the target sample is made to be in hydrostatic pressure state；
The target sample is cylindrical rock, and the diameter of the target sample is 50mm, the height of the target sample
It is 100mm.
The hole power for adjusting the target sample makes the hole power zero.
Specifically, the target sample can be standard cylinder rock sample, the shape of standard cylinder rock sample can
To be in cylindrical shape.The diameter of standard cylinder rock sample can be 50mm, and the height of standard cylinder rock sample can be
100mm.Draining load can refer to draining triaxial compressions.
The experimental facilities for carrying out the measurement of effective stress coefficient to the target sample can select Chinese Academy of Sciences Wu Hanyan
" the rock soil medium temperature-seepage-stress-chemical Coupling multifunction test instrument " of soil mechanics Research Institute." rock soil medium temperature
Degree-seepage-stress-chemical Coupling multifunction test instrument " experimental facilities is mainly independent by confining pressure, axis pressure and pore water pressure set
Loading section composition, " rock soil medium temperature-seepage-stress-chemical Coupling multifunction test instrument " (hereinafter referred to as " experiment is set
It is standby ") experimental facilities may be implemented to the load of the hydrostatic pressure and pore pressure of the target sample.
Under drainage condition, the confining pressure of the target sample can be loaded with lower rate to predetermined value (σm), make rock
Sample is in hydrostatic pressure state.In loading procedure, the upstream valve and valve downstream in the pore-fluid channel of rock sample are opened, and are guaranteed
Pore pressure is zero (Pi=0).
Step S200 carries out pressure-loaded to the target sample, obtains the axial deflection, described of the target sample
The height of the transversely deforming amount of target sample, the diameter of the target sample and the target sample；
Specifically, the axial deflection of the target sample can be the axial deformation of target sample；The target sample
The transversely deforming amount of product can be transversely deforming；The diameter of the target sample can be the diameters size of target sample；
The height of the target sample can be the height number size of target sample.The pressure-loaded, which can be, refers to that pore pressure adds
It carries.
First the target sample can be sealed with high-performance heat-shrink tube, then in the target sample by sealing
Porous metal caul is placed in upper and lower end face afterwards, then the target sample being sealed is fixed on to three axis of experimental facilities
Between indoor pressure head and pedestal.Cross is installed by installing axial direction LVDT between pressure head and pedestal, and among sealing heat-shrink tube
To strain gauge, the axial LVDT installed and transverse strain meter are used to measure sample axial deformation during loading and cross
To deformation.
Step S300 obtains institute according to the axial deflection, the transversely deforming amount, the diameter and the height
State the bulk strain amount of target sample；
Assuming that the axial deflection is L, the transversely deforming amount is D, and the height of the target sample is L0, the mesh
The diameter of standard specimen product is D0, the first dependent variable of the target sample is ε1, the second dependent variable of the target sample is ε2；Then
First dependent variable can be according to formula ε1=L/L0It calculates；Then second dependent variable can be according to formula ε2=D/D0Meter
It calculates.Assuming that the bulk strain amount is εv, then the bulk strain amount can be according to formula εv=ε1+2ε2It calculates；
Specifically, obtaining axial deflection, transversely deforming amount, diameter and the height of the target sample by step S200
Degree.Assuming that indicating the axial deflection with L, the transversely deforming amount is indicated with D, uses L0Indicate the height of the target sample
Degree, uses D0The diameter for indicating the target sample, uses ε1The first dependent variable for indicating the target sample, uses ε2Indicate the mesh
Second dependent variable of standard specimen product, uses εvIndicate the bulk strain amount of the target sample.
First dependent variable and the second dependent variable can refer to the principal strain of the target sample.
The size of first dependent variable can be according to formula ε1=L/L0It is calculated, the size of the second dependent variable can basis
Formula ε2=D/D0It is calculated.
It, can be according to formula ε according to calculated first dependent variable of above-mentioned institute and the second dependent variablev=ε1+2ε2It calculates
The bulk strain amount ε of the target samplev。
Step S400 obtains the hydrostatic pressure of the target sample；
It is enclosed in the step s 100 with the load of lower rate specifically, the hydrostatic pressure of the target sample can refer to
Reached predetermined value is pressed, which is the hydrostatic pressure of the target sample.Hydrostatic pressure is hydrostatic pressing force value.
The pore pressure load pump outside above-mentioned experimental facilities can be made to pass through upstream valve, upstream pressure container and three axis
Pore pressure upstream on the pedestal of room is connected, and hole pressure downstream is arranged on pressure head and exports, by steel pipe through pedestal with
Downstream outside pressure gauge is connected with valve downstream.Pore-fluid is entered by pore pressure upstream, reaches Pore Pressure through target sample
The discharge of power downstream, forms pore pressure access.Then it obtains under drainage condition, the hydrostatic pressure of the target sample.
Step S500 obtains the volume compression of the target sample according to the hydrostatic pressure and the bulk strain amount
Modulus；
The hydrostatic pressure and the bulk strain amount are formed into scatter plot；The scatter plot is analyzed, according to the volume
The linear relationship of dependent variable calculates the bulk compressibility modulus of the target sample.
Assuming that the hole power is p, the hydrostatic pressure is σm, the bulk compressibility modulus is Kb；The then volume compression
Modulus can be according to the formula Kb=(△ σm/△εv)∣△ p=0It calculates.
Specifically, the bulk compressibility modulus of the target sample can refer under drainage condition in the step s 100,
The bulk compressibility modulus of target sample.
The stage that target sample is loaded in step s 200, due in target sample crackle and hole gradually
Nonlinear deformation occurs for closure.In target sample, due to rock sample internal structure (stratification) anisotropy, lead to hydrostatic pressure institute
Caused axially and laterally strain might not be completely coincident.After hydrostatic pressure reaches certain level, the axial direction of target sample
Strain and lateral strain are shown as linearly.The linear stage is shown as in axial strain and lateral strain, reflects target
Elastic behavior of the sample under hydrostatic pressure loading environment.Taking the sum of three principal strains of target sample is bulk strain, that is, is counted
Calculate the bulk strain amount ε of the target sample described in step S300v, εv=ε1+2ε2。
By the hydrostatic pressure σ for drawing the target samplemAnd the scatter plot of bulk strain, in the target sample
The linearity range of bulk strain curve can calculate bulk compressibility modulus of the target sample under drainage condition.Assuming that using p
The hole power for indicating the target sample, uses σmThe hydrostatic pressure for indicating the target sample, uses KbIndicate the target sample
Bulk compressibility modulus.
The numerical values recited of the bulk compressibility modulus, can be according to formula Kb=(△ σm/△εv)∣△ p=0Calculate and obtains
?.
Step S600 carries out the load of hole power to the target sample, obtains the body carried out after the load of hole power
Product dependent variable；
Specifically, hole power can be finger pore pressure.The hydrostatic pressure of the target sample is set to continue to keep and walk
Hydrostatic pressure in rapid S200 is identical, in the inside of target sample, under the pore pressure upstream of target sample and pore pressure
Pore-fluid is injected at trip both ends simultaneously, and carrying out pore pressure load (makes △ p < σm).It especially notes that, the hole of target sample
The amplitude of gap pressure increment should control in a certain range, and the size of the control range numerical value is true according to the type of rock
Fixed, control Pore pressure increment and is caused in order to avoid since the pore pressure of target sample loads in the range values
Crackle generates new extension in target sample, to ensure that the whole process for carrying out the load of hole power to target sample is bullet
Property.Target sample caused by can be measured in hole power loading procedure pore pressure load to target sample
The bulk strain of product, the bulk strain are the bulk strain amount in the progress hole power loading procedure.
Step S700 obtains the coupling of the target sample according to the bulk strain amount after the progress hole power load
Close parameter；
The fluid is injected into the hole of the target sample, and the load of hole power is carried out to the target sample；It obtains
The bulk strain amount carried out after the load of hole power；According to the bulk strain amount after the progress hole power load, meter
Calculate the coupling parameter of the target sample.
Assuming that the coupling parameter is H, the bulk strain amount after the progress hole power load is εv0, then the coupling
Parameter can be according to formula H=(△ p/ △ εv0)∣σ m=0It calculates.
Specifically, the fluid can refer to the water of liquid.Through the above steps in S600, in target sample
Pore-fluid injects to the pore pressure upstream of target sample and pore pressure downstream both ends simultaneously in portion, carries out pore pressure and adds
Load (makes △ p < σm), obtain the bulk strain amount carried out in hole power loading procedure.After the carry out hole power load
Bulk strain amount can use εv0To indicate.
Assuming that indicating the coupling parameter of target sample with H, the calculating of coupling parameter size can be according to formula H=(△
p/△εv0)∣σ m=0It is obtained to calculate.
Step S800 obtains the effective stress coefficient according to the bulk compressibility modulus and the coupling parameter.
Assuming that the effective stress coefficient is b, then the effective stress coefficient can be according to formula b=Kb/ H is calculated.
Specifically, it is assumed that the effective stress coefficient of target sample is indicated with b.It can be obtained with S500 through the above steps
Obtain the bulk compressibility modulus K of the target sampleb, S700 obtains the coupling parameter H of the target sample through the above steps.
The size of the effective stress coefficient of target sample, can be according to formula b=Kb/ H is calculated.Due to target
The calculating of sample effective stress coefficient is obtained by above-mentioned established mechanical model and coupling parameter.To simplify
Measure the laboratory operating procedures of effective stress coefficient；And under the conditions of carrying out partial drainage to target sample, hydrostatic pressing is kept
Power is constant, and only need to apply pore pressure (makes △ p < σm), and the bulk strain due to caused by pore pressure is measured, by upper
It states mechanical model and finds out coupling parameter H, just can effectively overcome under the conditions of partial drainage, the confining pressure and pore water of target sample
When pressure is with the load of phase same rate, caused load pump is not easy to the technological deficiency of control, to reach experimentation province
Shi Shengli.The deformation of target sample can also be efficiently controlled, in an experiment convenient for being monitored to target sample displacement sensor.
The present invention provides a kind of methods applied to measurement rock effective stress coefficient, by arranging target sample
Water triaxial compressions make target sample be in hydrostatic pressure state；Axial deflection, transversely deforming according to the target sample
Amount, diameter and height, to calculate the bulk strain amount of the target sample；And according to the hydrostatic pressure and the volume
Dependent variable, to calculate the bulk compressibility modulus of the target sample.It is in hydrostatic pressure state procedure in target sample, it is right
The target sample carries out pore pressure load.In pore pressure loading procedure, according to the axial deflection, the transverse direction
Deflection, the diameter and the height, to calculate the bulk strain amount of the target sample；And according to the Pore Pressure
Power and the bulk strain amount, to calculate the coupling parameter of the target sample.Finally, according to the above-mentioned calculated volume of institute
Compression modulus and coupling parameter, to calculate the effective stress system of the target sample.To reach raising effective stress system
Several computational accuracies simplifies the technical effect of laboratory operating procedures.
It should be noted last that the above specific embodiment is only used to illustrate the technical scheme of the present invention and not to limit it,
Although being described the invention in detail referring to example, those skilled in the art should understand that, it can be to the present invention
Technical solution be modified or replaced equivalently, without departing from the spirit and scope of the technical solution of the present invention, should all cover
In the scope of the claims of the present invention.
Claims (6)
1. a kind of method applied to measurement rock effective stress coefficient, which is characterized in that the described method includes:
Draining load is carried out to target sample, the target sample is made to be in hydrostatic pressure state；
Pressure-loaded is carried out to the target sample, obtains the axial deflection of the target sample, the cross of the target sample
To the height of deflection, the diameter of the target sample and the target sample；
According to the axial deflection, the transversely deforming amount, the diameter and the height, the body of the target sample is obtained
Product dependent variable；
Obtain the hydrostatic pressure of the target sample；
According to the hydrostatic pressure and the bulk strain amount, the bulk compressibility modulus of the target sample, the hydrostatic are obtained
Pressure is σm；The bulk compressibility modulus is Kb；
Fluid is injected into the hole of the target sample, the load of hole power is carried out to the target sample, obtains the progress
Bulk strain amount after the load of hole power；Bulk strain amount after the progress hole power load is εv0；
According to the bulk strain amount after the progress hole power load, the coupling parameter of the target sample is obtained；The coupling
Closing parameter is H；The coupling parameter is according to formula H=(△ p/ △ εv0)∣σM=0It obtains；P is hole power；
According to the bulk compressibility modulus and the coupling parameter, the effective stress coefficient is obtained；The effective stress coefficient
It is b；The effective stress coefficient is according to formula b=Kb/ H is obtained.
2. according to the method for being applied to measurement rock effective stress coefficient described in claim 1, it is characterised in that:
The target sample is cylindrical rock, and the diameter of the target sample is 50mm, and the height of the target sample is
100mm。
3. according to the method for being applied to measurement rock effective stress coefficient described in claim 2, which is characterized in that described to target
Sample carries out draining load
The hole power for adjusting the target sample makes the hole power zero.
4. according to the method for being applied to measurement rock effective stress coefficient described in claim 2, it is characterised in that:
The axial deflection is L；
The transversely deforming amount is D；
The height of the target sample is L0；
The diameter of the target sample is D0；
First dependent variable of the target sample is ε1；
Second dependent variable of the target sample is ε2；
First dependent variable is according to formula ε1=L/L0It obtains；
Second dependent variable is according to formula ε2=D/D0It obtains.
5. according to the method for being applied to measurement rock effective stress coefficient described in claim 4, which is characterized in that described according to institute
The bulk strain amount of hydrostatic pressure and the target sample is stated, the bulk compressibility modulus for obtaining the target sample includes:
The bulk strain amount of the hydrostatic pressure and the target sample is formed into scatter plot；
The scatter plot is analyzed, according to the linear relationship of the bulk strain amount of the target sample, obtains the target sample
Bulk compressibility modulus.
6. according to the method for being applied to measurement rock effective stress coefficient described in claim 5, it is characterised in that:
The bulk strain amount of the target sample is εv；
The bulk strain amount of the target sample is according to formula εv=ε1+2ε2It obtains；
The bulk compressibility modulus is according to formula Kb=(△ σm/△εv)∣△ p=0It obtains.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710947249.7A CN107941619B (en) | 2017-10-12 | 2017-10-12 | A method of applied to measurement rock effective stress coefficient |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710947249.7A CN107941619B (en) | 2017-10-12 | 2017-10-12 | A method of applied to measurement rock effective stress coefficient |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107941619A CN107941619A (en) | 2018-04-20 |
| CN107941619B true CN107941619B (en) | 2019-07-16 |
Family
ID=61935190
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710947249.7A Active CN107941619B (en) | 2017-10-12 | 2017-10-12 | A method of applied to measurement rock effective stress coefficient |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107941619B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112284922B (en) * | 2020-11-11 | 2023-03-31 | 太原理工大学 | Coal rock mass height Wen Sanzhou rheological and dynamic and static combined loading test device |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104089823A (en) * | 2014-07-07 | 2014-10-08 | 中国石油大学(北京) | Method for determining effective rock stress coefficient based on pore compression experiment |
| CN104568572A (en) * | 2015-02-17 | 2015-04-29 | 湖北工业大学 | Method for measuring complete stress-strain process material parameters by using hydrostatic pressure unloading process |
| CN105468886A (en) * | 2014-09-04 | 2016-04-06 | 中国石油化工股份有限公司 | Method for calculating formation pressure based on petrophysical parameters |
| WO2016174489A1 (en) * | 2015-04-27 | 2016-11-03 | Total Sa | Determination of horizontal constraints in subsoil |
| CN106368686A (en) * | 2015-07-17 | 2017-02-01 | 中国石油化工股份有限公司 | Method for computing stratum pressure based on rock Poisson's ratio |
-
2017
- 2017-10-12 CN CN201710947249.7A patent/CN107941619B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104089823A (en) * | 2014-07-07 | 2014-10-08 | 中国石油大学(北京) | Method for determining effective rock stress coefficient based on pore compression experiment |
| CN105468886A (en) * | 2014-09-04 | 2016-04-06 | 中国石油化工股份有限公司 | Method for calculating formation pressure based on petrophysical parameters |
| CN104568572A (en) * | 2015-02-17 | 2015-04-29 | 湖北工业大学 | Method for measuring complete stress-strain process material parameters by using hydrostatic pressure unloading process |
| WO2016174489A1 (en) * | 2015-04-27 | 2016-11-03 | Total Sa | Determination of horizontal constraints in subsoil |
| CN106368686A (en) * | 2015-07-17 | 2017-02-01 | 中国石油化工股份有限公司 | Method for computing stratum pressure based on rock Poisson's ratio |
Non-Patent Citations (1)
| Title |
|---|
| A new method to determine Biot"s coefficients of Bakken samples;Jun He 等;《Journal of Natural Gas Science and Engineering》;20160824;全文 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107941619A (en) | 2018-04-20 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107063963B (en) | Device and method for testing micro-crack expansion and seepage characteristics of tight reservoir | |
| CN101915724B (en) | Device and method for measuring permeability coefficient of rock material under action of seepage-stress coupling | |
| CN105699196B (en) | Rock seepage-stress-temperature-chemical Coupling rheological measurement device and its method | |
| CN101354334B (en) | System for measuring in-situ small-sized permeability coefficient based on transient pressure pulse method | |
| CN103558136A (en) | System and method for testing rock damage and permeability under coupling effect of temperature stress and circumferential seepage | |
| Edil et al. | At-rest lateral pressure of peat soils | |
| KR100953650B1 (en) | Unified device for measuring mechanical characteristics of soft ground considering settling self-consolidation and pre-consolidation stress | |
| CN104713812A (en) | Calibration method of core-based gas permeability measuring device | |
| CN104713814A (en) | Real-time measurement device, measurement method and calculation method for permeability, porosity and compression coefficient of rock | |
| CN101968423A (en) | Low-permeability reservoir bed starting pressure testing method | |
| CN103645129A (en) | High-temperature ultralow permeability measuring instrument | |
| CN100439895C (en) | Oil elastic modulus detector based on volume elastic modulus definition | |
| CN109142070A (en) | Rock-soil material seepage deformation test method and test device under complex stress condition | |
| CN101806701B (en) | Testing apparatus used for measuring osmotic potential of unsaturated soil | |
| CN207231976U (en) | A kind of different temperatures, the lower rock permeability factor detection device of pressure effect | |
| CN107831103B (en) | A kind of precision assessment method of pressure pulse decaying gas permeability test device | |
| CN106546710A (en) | Determine that engineering barrier system is self-enclosed and the assay device of healing properties | |
| CN107941619B (en) | A method of applied to measurement rock effective stress coefficient | |
| CN101813596B (en) | Method for testing osmotic coefficient of non-saturated gas phase of soil body | |
| CN204575498U (en) | A kind of perm-plug method device measuring flow in low permeability core | |
| Wang et al. | Laboratory study on pile jacking resistance of jacked pile | |
| Seah et al. | Horizontal coefficient of consolidation of soft Bangkok clay | |
| Yin | A double cell triaxial system for continuous measurement of volume changes of an unsaturated or saturated soil specimen in triaxial testing | |
| CN2901296Y (en) | Oil-liquid elasticity modulus detector based on volume elasticity modules definition | |
| CN101196459A (en) | Material permeability coefficient measuring system based on transfiguration |
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 |