CN103278389B - The method of the dynamic and static elastic parameter synchro measure of a kind of rock - Google Patents
The method of the dynamic and static elastic parameter synchro measure of a kind of rock Download PDFInfo
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Abstract
The invention provides a kind of method and apparatus utilizing rock three axle compression test device to carry out the dynamic and static elastic parameter synchro measure of rock, described method comprises: be sealed in by test rock sample and fill in three axle autoclaves of hydraulic oil, and apply oil pressure by axle pressure control system, apply confined pressure by confined pressure control system, passing hole gap pressure Force control system applies pore pressure; Obtain compressional wave and the velocity of propagation of shear wave in described test rock sample by computer acquisition and control system, and calculate kinetic Youngs modulus and dynamic Poisson's ratio according to described velocity of propagation; Obtain the deformation parameter in described test rock sample loading procedure by computer acquisition and control system, and calculate static Young modulus and static Poisson ratio according to described deformation parameter.The present invention can ensure the validity that the hydrocarbon-bearing pool Mechanics Parameters of Rock Mass of depths, thousands of meters, underground complicated confined pressure, high temperature, high pore pressure and heterogeneous fluid is measured and accuracy.
Description
Technical field
The present invention relates to Reservoir Development technical field, particularly relate to a kind of method utilizing rock three axle compression test device to carry out the dynamic and static elastic parameter synchro measure of rock.
Background technology
Hydrocarbon-bearing pool rock mass be preserve rock mass porous media material and up and down country rock under certain depth, under being in uniform temperature, pressure, be saturated some fluids, the geobody be made up of a series of structural plane and structure.Compared with near surface engineering geology, generally bury comparatively dark (location layer depth is generally thousands of rice), under being in the complicated confined pressure (can 200MPa be reached) of three higher axles, higher temperature (200 DEG C can be reached) and higher pore pressure (can 200Mpa be reached) and heterogeneous fluid saturated (oil, gas, water) condition.The environment residing for rock mass at this and shallow surface and lower crust upper mantle place has a great difference, and rock mass also has unique mechanical characteristic.
For the complicated confined pressure in depths, thousands of meters, this underground, high temperature, the hydrocarbon-bearing pool rock mass of high pore pressure and heterogeneous fluid, traditional static mechanical character research be by drilling and coring delivery under surface condition, triaxial stress tester or sonic test instrument is utilized to carry out Experiments of Machanics to the rock core taken out, as drilling and coring delivery is taken normal temperature in ground experiment room, normal pressure, dry sample, or consider to apply different confined pressures, or consider that filling different saturated fluids carries out Rock Mechanics Test, obviously, the rock mechanics parameters adopting this prior art to obtain can not represent completely and be in underground high temperature, high pressure, high pore pressure, hydrocarbon-bearing pool Mechanical property under heterogeneous saturated fluid condition, namely the complicated confined pressure in depths, thousands of meters, underground cannot be ensured, high temperature, the validity of the hydrocarbon-bearing pool Mechanics Parameters of Rock Mass of high pore pressure and heterogeneous fluid and accuracy.
Summary of the invention
Technical matters to be solved by this invention is to provide a kind of method utilizing rock three axle compression test device to carry out the dynamic and static elastic parameter synchro measure of rock, in order to ensure the validity that the hydrocarbon-bearing pool Mechanics Parameters of Rock Mass of depths, thousands of meters, underground complicated confined pressure, high temperature, high pore pressure and heterogeneous fluid is measured and accuracy.
In order to solve the problem, the invention discloses a kind of method utilizing rock three axle compression test device to carry out the dynamic and static elastic parameter synchro measure of rock, described rock three axle compression test device comprises the axle pressure control system be all connected with three axle autoclaves, confined pressure control system, pore pressure control system, computer acquisition and control system; Described method comprises:
Be sealed in by test rock sample and fill in three axle autoclaves of hydraulic oil, and apply oil pressure by axle pressure control system, apply confined pressure by confined pressure control system, passing hole gap pressure Force control system applies pore pressure;
Obtain compressional wave and the velocity of propagation of shear wave in described test rock sample by computer acquisition and control system, and calculate kinetic Youngs modulus and dynamic Poisson's ratio according to described velocity of propagation;
Obtain the deformation parameter in described test rock sample loading procedure by computer acquisition and control system, and calculate static Young modulus and static Poisson ratio according to described deformation parameter.
Preferably, the ultrasonic transducer that the axial both ends of the surface being included in test rock sample in described computer acquisition and control system are arranged, the compressional wave resonance frequency of described ultrasonic transducer is 850KHz, shear wave resonance frequency is 450KHz, is coupled between described ultrasonic transducer with test rock sample with masking foil.
Preferably, described computer acquisition and control system comprise the resistance strain gage covering test rock sample surface.
Preferably, the described step by axle pressure control system applying oil pressure comprises:
Test rock sample is positioned over and fills in the autoclave of hydraulic oil, and seal with oil resistant rubber cover;
Adjustment confined pressure to the trial value preset, or after test rock sample being heated to the temperature preset with heater coil etc., applies axle pressure.
Preferably, described confined pressure control system comprises: supercharger, pressure transducer, deformation-sensor, well heater, servo-valve, the first controller, and the described step by confined pressure control system applying confined pressure comprises:
The low pressure oil of Hydraulic servo system is carried out supercharging by described supercharger, for described three axle autoclaves provide main oil, the endpiece of described three axle autoclaves is equipped with pressure transducer, and described pressure transducer changes electric signal into the oil pressure value in three axle autoclaves, exports the first controller to;
Described first controller is controlled confined pressure by servo-valve by the parameter preset;
Described well heater and the first controller complete oil temperature heating and confined pressure control, described deformation-sensor test rock sample distortion electric signal transmission to the first controller in, to carry out axial deformation control.
Preferably, described pore pressure control system comprises: second controller, servomotor, cylinder pressure, pressure transducer, scrambler;
Described second controller controls servomotor, is rotated by reductor and tooth-like belt driven gear, promotes piston and moves reciprocatingly, pressurize in cylinder pressure to water;
The displacement of described piston is detected by scrambler, changes into pulse signal transmission in second controller, and the force value of water changes into electric signal transmission to second controller through pressure transducer;
Described second controller is by the state modulator hydraulic pressure set or flow.
Preferably, the described method utilizing rock three axle compression test device to carry out the dynamic and static elastic parameter synchro measure of rock, also comprises:
Described computer acquisition and control system control load path and the test process of rock sample test in real time, and, automatically gather voltage signal by sensor and converting to force and displacement data store.
Preferably, the force value of described low pressure oil is 20MPa, and the target pressure value of supercharging is 100MPa, and the change of described confined pressure is monitored by pressure transducer and pressure gauge, and the force value of most high confining pressure is 100MPa.
Preferably, described pore pressure change is monitored by pressure transducer and pressure gauge, and the force value of the highest pore pressure is 40MPa.
Preferably, described test rock sample obtains in the following way:
By the rock fetched from field or down-hole rock core, drill through the core of normal diameter, then cut suitable length, finally Rock Profiles is polished, then in the following way processing is carried out to core and obtain rock sample: on core, extract one
cylindrical sample, then by flat for the two ends car of cylindrical sample, polishing, basal plane deviation, in 2.5% scope, makes length-diameter ratio>=1.5 of rock sample.
Compared with prior art, the present invention includes following advantage:
The present invention is under the condition of stratum confined pressure, temperature, pore pressure, heterogeneous fluid residing for same test rock sample, the dynamic and static mechanics parameter of synchro measure rock, thus ensure the validity that the hydrocarbon-bearing pool Mechanics Parameters of Rock Mass of depths, thousands of meters, underground complicated confined pressure, high temperature, high pore pressure and heterogeneous fluid is measured and accuracy.
Carry out hydrocarbon-bearing pool rock mass mechanics model in situ based on Rocks at Dynamic or Static Loading mathematic(al) parameter and recover research, the raising of applied geophysics (well logging, earthquake) theory and technology can be contributed to, optimize petroleum engineering scheme (drilling well, pressure break, oil recovery etc.) and improve natural fracture precision of prediction etc.
Accompanying drawing explanation
Fig. 1 is the structural representation of a kind of rock three axle compression test device of the present invention;
Fig. 2 is a kind of flow chart of steps utilizing rock three axle compression test device to carry out the embodiment of the method for the dynamic and static elastic parameter synchro measure of rock of the present invention;
The schematic diagram of rock sample fixed form is tested in a kind of rock three axle compression test device shown in Fig. 3;
Fig. 4 is core sampling schematic diagram in a kind of example of the present invention;
Fig. 5 a kind of flow chart of steps based on carrying out the method that hydrocarbon-bearing pool rock mass mechanics ground in-situ model recovers to the dynamic and static elastic parameter synchro measure of rock of the present invention;
Fig. 6 is the stress-strain-time relation curve map of rock in a kind of example of the present invention;
Fig. 7 is Biot coefficient test experiments schematic diagram in a kind of example of the present invention.
Embodiment
For enabling above-mentioned purpose of the present invention, feature and advantage become apparent more, and below in conjunction with the drawings and specific embodiments, the present invention is further detailed explanation.
With reference to figure 1, show a kind of structural representation of rock three axle compression test device, specifically can comprise following system:
Three axle autoclaves 10;
Axle pressure control system 11;
Confined pressure control system 12;
Pore pressure control system 13;
Computer acquisition and control system 14;
Described axle pressure control system 11, confined pressure control system 12, pore pressure control system 13, computer acquisition and control system 14 are all connected with three axle autoclaves 10.
As shown in Figure 1, in specific implementation, described computer acquisition with can comprise the sonic apparatus 141 and data acquisition system (DAS) 142 that are connected with three axle autoclaves 10 in control system 14, the direct-flow voltage regulation source 143 be connected with described data acquisition system (DAS) 142 and computing machine 144, and, the output device printer 145 and plotting apparatus 146 etc. that are connected with described computing machine.
With reference to the of the present invention a kind of flow chart of steps utilizing rock three axle compression test device to carry out the embodiment of the method for the dynamic and static elastic parameter synchro measure of rock shown in figure 2, specifically can comprise the steps:
Step 201, be sealed in by test rock sample and fill in three axle autoclaves of hydraulic oil, and apply oil pressure by axle pressure control system, apply confined pressure by confined pressure control system, passing hole gap pressure Force control system applies pore pressure;
Step 202, obtains compressional wave and the velocity of propagation of shear wave in described test rock sample by computer acquisition and control system, and calculates kinetic Youngs modulus and dynamic Poisson's ratio according to described velocity of propagation;
Step 203, obtains the deformation parameter in described test rock sample loading procedure by computer acquisition and control system, and calculates static Young modulus and static Poisson ratio according to described deformation parameter.
In specific implementation, axle pressure control system 11 can provide axle pressure by the first servo loading system, and carries out the strain of axle pressure by computer acquisition and control system 14 or pressure servo controls.In triaxial stress test process, test rock sample can be positioned over and fill in the autoclave of hydraulic oil, and seal with oil resistant rubber cover; Then adjust confined pressure to the trial value preset, or after test rock sample being heated to the temperature preset with heater coil etc., apply axle pressure.Concrete test condition can design according to different test purpose independent assortments.Triaxial stress, the singular point tested in the data obtained is cast out, and can draw out the stress-strain curve of rock sample.
Confined pressure control system 12 may be used for the situation of horizontal stress under simulation well, can comprise the second servo loading system, supercharger, three axle autoclaves, pressure transducer, deformation-sensor, well heater, servo-valve, the first controller.The low pressure oil of Hydraulic servo system is carried out supercharging by described supercharger, for described three axle autoclaves provide main oil, the endpiece of described three axle autoclaves is equipped with pressure transducer, and described pressure transducer changes electric signal into the oil pressure value in three axle autoclaves, exports the first controller to; By servo-valve, confined pressure is controlled by the parameter preset by described first controller; And by described well heater and the first controller complete oil temperature heat and confined pressure control, described deformation-sensor test rock sample distortion electric signal transmission to the first controller in, to carry out axial deformation control.In a kind of example of embodiment of the present invention embody rule, the force value of described low pressure oil can be 20MPa, the target pressure value of carrying out supercharging can for 100MPa, and confined pressure change can be monitored by pressure transducer and pressure gauge, and most high confining pressure can simulate 100MPa.
Pore pressure control system may be used for the situation of pore pressure under simulation well, can comprise the 3rd servo loading system, second controller, servomotor, cylinder pressure, pressure transducer, scrambler; Described 3rd servo loading system provides pressure; Described second controller controls servomotor, is rotated by reductor and tooth-like belt driven gear, is rotated, promote piston ball-screw below, piston is moved reciprocatingly, pressurizes in cylinder pressure to water by reductor and tooth-like belt driven gear; The displacement of described piston is detected by scrambler, changes into pulse signal transmission in second controller, and the force value of water changes into electric signal transmission to second controller through pressure transducer; Described second controller is by the state modulator hydraulic pressure set or flow.Described second controller can also take over seamlessly two kinds of control modes.In a kind of example of embodiment of the present invention embody rule, described pore pressure change can be monitored by pressure transducer and pressure gauge, and the force value of the highest pore pressure is 40MPa.
Described computer acquisition and control system 14 can control load path and the test process of rock sample test in real time, and, automatically gather voltage signal by sensor and converting to force and displacement data store.
With reference to the schematic diagram testing rock sample fixed form in a kind of rock three axle compression test device shown in figure 3, in specific implementation, can test rock sample be contained in three axle autoclaves, and seal with oil resistant rubber cover, then oil pressure is applied with pressing machine, there is provided confined pressure with pump, stabilizing hydraulic pressure source provides stable pore pressure to rock sample.Measure the velocity of propagation of P-wave And S in rock sample with the ultrasonic transducer of the axial both ends of the surface of rock sample, after conversion, obtain kinetic Youngs modulus and dynamic Poisson's ratio.The compressional wave resonance frequency of ultrasonic transducer is 850KHz, and shear wave is 450KHz, is coupled between transducer with rock sample with masking foil.The resistance strain gage on rock sample surface for measuring the deformation parameter in rock sample loading procedure, by can be calculated the static Young modulus of rock and static Poisson ratio.Maintenance data gathers and control system, and whole mensuration process is completed completely under real-time monitoring of computer.Affect the many factors of rock mechanics, experimental result there will be certain deviation usually.The experimental result at fewer strong point is used for experimental analysis and may causes larger fluctuation.Therefore, a large amount of experimental datas can be adopted in specific implementation to carry out regretional analysis and just can obtain more representational result.
Testing rock sample used is to drill through in indoor with the Sandstone Cores diamond head of Yanchang Oilfield and process on lathe, its diameter is 53mm, its both ends of the surface polish, polish on grinding machine and sand paper, make the smooth finish of the size of rock sample, outside surface, the smooth finish of both ends of the surface and the depth of parallelism all reach the requirement of ISRM (ISRM) to rock static state and dynamic test.With reference to the core sampling schematic diagram shown in figure 4, in a preferred exemplary of embody rule of the present invention, described test rock sample can obtain in the following way:
By the rock fetched from field or down-hole rock core, drill through the core of normal diameter, then cut suitable length, finally Rock Profiles is polished, then in the following way processing is carried out to core and obtain rock sample: on core, extract one
cylindrical sample, then by flat for the two ends car of cylindrical sample, polishing, basal plane deviation, in 2.5% scope, makes length-diameter ratio>=1.5 of rock sample.
On pretreatment, measure the length L(mm of test core), diameter D
2(mm), quality W(g) and P-wave And S T time delay of sound wave test macro
po, T
so(μ s), and with organic glass sample as standard component, carried out once testing to dynamic test system.Be 2760m/s by the velocity of longitudinal wave of test organic glass sample, shear wave velocity is 1390m/s, and the deviation of the experimental data that these results and rock acoustical testing provide, within 5%, demonstrates dynamic test data reliable.Before official testing is carried out to rock sample, first precompressed three cycles of stress, substantially eliminate the impact of Stress resort.
The present invention is understood better for making those skilled in the art, be described based on the method for the dynamic and static elastic parameter synchro measure of rock being carried out to the recovery of hydrocarbon-bearing pool rock mass mechanics ground in-situ model below, with reference to figure 5, described method specifically can comprise the steps:
Step 501, adopts static measurement method to obtain static rock mechanics parameters, adopts dynamic measurement method to obtain dynamic rock mechanics parameters;
In embodiments of the present invention, described static rock mechanics parameters and dynamic rock mechanics parameters obtain through synchro measure, described static rock mechanics parameters can comprise static Rock Elastic Parameters and static rock strength parameter, and described dynamic rock mechanics parameters can comprise dynamic Rock Elastic Parameters and dynamic rock strength parameter; Described static Rock Elastic Parameters can comprise static Poisson ratio, static Young modulus and static Biot poroelasticity coefficient etc., and described dynamic Rock Elastic Parameters can comprise dynamic Poisson's ratio, kinetic Youngs modulus and dynamic Biot poroelasticity coefficient etc.
In specific implementation, static measurement method can be adopted to obtain static rock mechanics parameters by following sub-step:
Sub-step S11, carries out static loading to rock sample;
Sub-step S12, measures the stress-strain curve of described rock sample;
Sub-step S13, the stress-strain curve according to described rock sample calculates static rock mechanics parameters;
In specific implementation, dynamic measurement method can be adopted to obtain dynamic rock mechanics parameters by following sub-step:
Sub-step S21, measures the velocity of propagation of sound wave in rock sample;
Sub-step S22, calculates dynamic rock mechanics parameters according to described velocity of propagation conversion.
Certainly, the measuring method of above-mentioned static rock mechanics parameters and dynamic rock mechanics parameters is only used as example, and those skilled in the art adopt any one measuring method to be all feasible according to actual conditions, the present invention to this without the need to being limited.
Step 502, according to described static rock mechanics parameters and dynamic rock mechanics parameters, calculates the sound diversity ratio of rock mechanics parameters;
Step 503, according to described static rock mechanics parameters and dynamic rock mechanics parameters, and the sound diversity ratio of rock mechanics parameters carries out the recovery of hydrocarbon-bearing pool rock mass mechanics ground in-situ model.
Rock mass mechanics concept near surface engineering geology, Theories and methods are amplified in the hydrocarbon-bearing pool rock mass of depths, thousands of meters, underground complicated confined pressure, high temperature, high pore pressure and heterogeneous fluid by the embodiment of the present invention, form the concept of hydrocarbon-bearing pool rock mass mechanics, think that it is the various mechanical properties that underground reservoir rock mass porous media material shows under the specific degree of depth, temperature, three axle confined pressures, pore pressure and heterogeneous fluid saturation conditions.The restriction of the external environment condition such as the build-in attributes such as condition and the degree of depth, temperature, confined pressure, pore pressure, heterogeneous fluid is oozed primarily of the rock composition of structural plane and construction inner, structure, structure, hole.
Hydrocarbon-bearing pool rock mass mechanics is the subject of Researching Oil-gas rock mass distortion and fragmentation rule under various force field.Hydrocarbon-bearing pool rock mass mechanics is different from traditional rock mass mechanics, its study to as if be in the higher confined pressure of underground deep layer (can 200MPa be reached), higher temperature (can 200oC be reached), higher pore pressure (can reach 100Mpa) and the heterogeneous body complicated rock mass of saturated heterogeneous fluid, therefore have different Research Characteristics.Hydrocarbon-bearing pool rock mass mechanics is the basis of carrying out the oil-gas reservior's exploration & exploitation measures such as detecting earth stress, earthquake fluid prediction, time-lapse seismic and reservoir hydrfracturing transformation, and under the prototype condition of further investigation underground, the Changing Pattern of hydrocarbon-bearing pool rock mass is significant.
Rock mass mechanics elastic parameter mainly comprises Poisson ratio, Young modulus and Biot coefficient etc.Poisson ratio is the performance of exosyndrome material transversely deforming when tension or pressurized, and it is exactly the ratio of transverse strain and longitudinal strain.Young modulus is the physical quantity describing solid material opposing deformability, and its physical significance is object when being subject to stress generation elastic deformation, the ratio of stress and strain.Biot coefficient is the ratio of the bulk modulus of dry rock and the bulk modulus of mineral grain, reflects the contribution of pore space to rock bulk property, is one of most important parameter in poroelasticity properties study.Poisson ratio, Young modulus and Biot coefficient at drilling well, completion, borehole wall stability analysis, sanding prediction, formation drillability prediction and drill bit preferably, Casing Failure Mechanism, have in land subsidence design and all have important application; Meanwhile, because the pore fluids such as oil gas can make the Poisson ratio of rock and Young modulus value that larger change occurs, therefore, Poisson ratio and Young modulus are also the important parameters that oil gas geophysics (particularly exploration geophysics) is studied.In terrestrial stress calculating, the Young modulus in Mechanics Parameters of Rock Mass and Poisson ratio equivalence are the important parameters carrying out terrestrial stress calculating, fairly obvious on the impact of terrestrial stress; Occurrence and the bearing of trend in the crack of reservoir fracturing improvement process are also determined by Mechanics Parameters of Rock Mass.
Hydrocarbon-bearing pool Mechanical property is subject to the impact of the composition of rock mass, pore texture, confined pressure, pore pressure, the factor such as saturated fluid and temperature.If the Changing Pattern of rock mechanics parameters with these influence factors can be understood, the seismic event that just can observe according to ground and indoor Rock Mechanics Test are finally inversed by the elastic characteristic (as elastic modulus, Poisson ratio) of deep under ground hydrocarbon-bearing pool, surroundings (temperature and confined pressure), the micro-structure (hole, crackle etc.) of rock and fluid state (fluid saturation, pore pressure) etc., thus provide important basic data for the Efficient Exploration of hydrocarbon-bearing pool and reasonable development.
The mechanical property of hydrocarbon-bearing pool rock mass is subject to the impact of many factors, sums up to get up roughly can be divided into two classes: one is the build-in attribute of rock, as the mineralogical composition, structure, structure, factor of porosity etc. of rock; Two is the external environment conditions residing for rock, as heterogeneous fluid etc. saturated in temperature, confined pressure, pore pressure and hole.
Mechanical properties of rock, velocity of wave characteristic are the composition, structure, the internal factor such as porous dehiscence gap quantity and distribution thereof that are controlled by rock.But for the rock under certain mode of occurence, the stress residing for it, temperature conditions also will inevitably produce a very large impact its mechanical property; Conventionally test can not reflect the impact of this environment on mechanical properties of rock, the mechanics parameter only measured under the condition of stratum confined pressure, temperature, pore pressure, heterogeneous fluid residing for rock sample, the Mechanical Characters of Composite Ground of representative rock in underground that could be real.Simultaneously, the dynamic and static mechanics parameter of rock and its stress recovery, thermal equilibrium environment all have relation, during relation therefore between the dynamic and static mechanics parameter of study of rocks, should carry out at identical conditions, the precision of such guarantee Rocks at Dynamic or Static Loading mathematic(al) parameter contrast and accuracy.
Below the basic mechanical character of hydrocarbon-bearing pool rock mass is described:
Hydrocarbon-bearing pool rock mass is under certain depth, under being in uniform temperature, pressure, is saturated the geobody that some fluids are made up of a series of structural plane and structure.It is petroleum engineering geology research object, geophysical survey, drilling well, completion, oil-gas mining and hydrocarbon zone transformation for target be all that rock mass is preserved in hydrocarbon-bearing pool.The clostridium difficitis that petroleum exploration and development now faces gets more and more, and object becomes increasingly complex, and the contradiction that maturing field development late stage problems faced and the exploitation of traditional extensive style expose gets more and more.These problems all need the theory and technology progress of rock mass mechanics aspect to solve, and therefore understand in detail the mechanical property of hydrocarbon-bearing pool rock mass and scrutiny has very important significance.
Residing for hydrocarbon-bearing pool rock mass, external environment condition is different from earth's surface rock mass with inner structure, and its mechanical property is more subject to the impact of ground environment, and residing for it, environment has following characteristics:
1) hydrocarbon-bearing pool rock mass is subject to the impact of overlying formation pressure and horizontal direction terrestrial stress, and stress is very complicated, and therefore its distortion and fragmentation is also very complicated and changeable.
2) the hydrocarbon-bearing pool rock mass environment temperature being in deep under ground is higher.
3) be distributed with a large amount of hole, crack, crack and dissolution pore and solution cavity in hydrocarbon-bearing pool rock mass, be the strong porous medium of heterogeneous body, differ widely with common material such as metal material.
4) be not only distributed with all kinds of spaces such as a large amount of holes, crack, solution cavity in hydrocarbon-bearing pool rock mass, and be filled with oil, gas, water multiphase fluid wherein.After saturated fluid, the mechanical property of rock is subject to the double influence of rock skeleton and fluid.
According to the stress-strain-time relation of hydrocarbon-bearing pool rock mass, its mechanical attribute can be divided into elasticity, plasticity and viscosity.Stress-strain-time relation curve map below in conjunction with the rock shown in Fig. 6 further illustrates elasticity, plasticity and viscosity.
Elasticity refers in certain range of stress, and object produces distortion by External Force Acting, and can recover the character of its original shape and size size after removing external force (load) immediately.Its distortion produced is called elastic deformation, generally the material with elastic property is called elastic medium.Elasticity can be divided into two types again by its strain-stress relation: the linear elasticity (or Hooke type elasticity, ideal elasticity) ((a) see in Fig. 6) that ess-strain is in linear relation, and ess-strain is non-directional nonlinear elasticity.
After plasticity refers to object receiving force, still can continue distortion when stress exceedes yield stress and not rupture at once, after removing external force (load), being out of shape the character can not recovered completely again.Irreclaimable part distortion is called plastic yield, or claims permanent strain, residual deformation.The essence of object plastic yield is the slip occurred under shear stress effect between interior of articles lattice.Only there is plastic yield under external force, or in certain range of stress, the object of plastic yield only occurs, be called plastic medium.The desirable stress-strain curve of plastic material as shown in (b) in Fig. 6, when stress is lower than yield stress σ
ytime, material character is elasticity; After stress reaches yield stress, distortion constantly increases and stress is constant, and stress-strain curve is horizontal linear.After yield point, stress-strain curve is upcurve, after illustrating that crystal grain slides into reposition, causes mutually embedding between well, jam-packed and crystal grain to increase, continuing to slide, corresponding increase stress as made it.This phenomenon is called as strain hardening, as (c) in Fig. 6.
After viscosity refers to object receiving force, distortion can not complete instantaneous, and the character that strain rate changes with the size of stress, be called viscosity.Desirable cohesive material (as Newtonian fluid), its stress-strain Rate Relationship is zeroaxial straight line, as (d) in Fig. 6.Strain rate is called flow deformation with the distortion of STRESS VARIATION.
According to the distortion and fragmentation relation of rock, rock property can also be divided into fragility and ductility.After fragility refers to object receiving force, the character of just breaking when being out of shape very little.Ductility refers to that object can bear moderate finite deformation and not lose the character of its bearing capacity.The ductility of material and fragility be according to its stress destruction before overall strain and whole English teaching on the gradient size on negative slope divide.Before destroying, overall strain is little, and the steeper person in negative slope is fragility, otherwise is ductility.In engineering general with 5% for standard divides, it is ductile material that overall strain is greater than 5%, otherwise is hard brittle material.Rock, is divided three classes for boundary with 3% and 5% by He De (Heard, 1963): overall strain is less than 3% for brittle rock; Overall strain is half brittle rock 3% ~ 5%; Overall strain is greater than 5% for ductility rock.By above standard, most of surface rock is all fragility or half fragility under low confined pressure condition.Ductility and the fragility of certain rock are relative, can mutually transform under certain conditions, and as under high-temperature and high-pressure conditions, the brittle rock under normal temperature and pressure can show very high ductility.
Rock is the aggregate of mineral, and have complicated composition and structure, therefore its mechanical attribute is also complicated.Which kind of proterties rock presents under external force, depends on its composition and structure on the one hand; On the other hand also and its stress condition, as the size of load and combined situation, load mode and speed, stress path etc. closely related.Such as, at normal temperatures and pressures, rock, neither simply plasticity and cohesive material neither desirable resilient material, and often shows the character such as elastic-plastic, bullet-glue-mould or sticky-elasticity.In addition, rock compose the condition of depositing, as also very large to its affect trait in temperature, water, terrestrial stress etc.
Rock mechanics parameters generally refers to elastic parameter (as Young's modulus of elasticity, modulus of shearing, bulk modulus and Poisson ratio etc.) and the intensive parameter (as uniaxial compressive strength, shear of rock intensity, tensile strength of rock, cohesion and angle of internal friction etc.) of rock.It is survey rock sample in laboratory that the method asking for rock mechanics parameters mainly contains two kinds: one, and two is ask for rock mechanics parameters with geophysical log data.
(1) Poisson ratio:
When the Poisson ratio of rock refers to that rock is subject to normal stress effect, laterally shortening and the ratio of longitudinal tensile strain, also known as transverse compression modulus, is the important parameter representing rock mechanics.Rock Poisson Ratio Using is one of important parameter evaluating deformation behaviour of rock, in drilling well, completion, borehole wall stability analysis and FRACTURING DESIGN etc., all have important application.For common rock, Poisson ratio is between 0 ~ 0.5.The Poisson ratio of rock is larger, and represent that its elasticity is less, plasticity is larger, and rock more easily ruptures or pressure break.In Sedimentary Rock, the Poisson ratio of mud stone is comparatively large, illustrates that its plasticity is large and yielding.
The computing method of Poisson ratio are divided into Static and dynamic two kinds, and its computing formula is as follows respectively:
Wherein, μ is the Poisson ratio of rock sample; Δ ε
1for the axial strain increment of rock sample; Δ ε
2for the transverse strain increment of rock sample; Δ t
sfor the shear wave slowness of rock sample, μ
s/ m; Δ t
pfor the compressional wave time difference of rock sample, μ
s/ m; V
sfor the shear wave velocity of rock sample, m/s; V
pfor the velocity of longitudinal wave of rock sample, m/s.
(2) Young modulus
Young modulus be rock in regime of elastic deformation time, the ratio of rock stress and the elongation caused along effect of stress direction suffered by normal orientation, reflecting rock by non-deformability during External Force Acting, is indispensable physical quantity in Mechanics Calculation; The Young modulus of rock is the basic mechanical character of rock, is research rock mass deformation, the requisite important parameter of the series of problems such as blast wave and seismic wave propagation in rock.In experimental rock mechanics, the Young modulus measuring method of rock has two kinds.A kind of be rock load deflection experiment, the relation in rock sample loading procedure between monitor strain and stress, obtains the Young modulus of rock from the stress-strain curve of rock.Another kind method measures the velocity of propagation of elastic wave in rock, then calculate the Young modulus of rock by the density of rock.The Young modulus obtained by first method is called static Young modulus, and the Young modulus obtained by second method is called kinetic Youngs modulus.The computing formula of static Young modulus and kinetic Youngs modulus is as follows respectively:
Wherein, E is the Young modulus of rock; Described ρ is the density of rock, g/cm
3; The power of F suffered by test rock sample; S is the sectional area of rock sample; △ L is the elongation (or shortening amount) of rock sample at Impact direction; L is the former length of rock sample on Impact direction; V
sfor the shear wave velocity of rock sample, m/s; Vp is the velocity of longitudinal wave of rock sample, m/s.
(3) Biot coefficient
Biot coefficient is the ratio of the bulk modulus of the mineral grain of rock volume modulus and composition rock, and Biot coefficient reflects the contribution of pore space to rock bulk property, and it is one of most important parameter in poroelasticity feature.
The formation rock contacted in oil-gas reservior's exploration & exploitation all has hole, and the fluid be filled with in hole containing pressure, pore pressure is the basis of carrying out the reservoir engineerings such as Oil/gas Well production forecast, terrestrial stress calculating, waterfrac treatment design, Reservoir Compaction, surface subsidence problem and Environmental Studies on the impact that rock elasticity strains.Only have the Biot coefficient determining rock, accurately could calculate the impact of hole on the overall mechanical property of rock.
Wherein, B is Biot poroelasticity coefficient, and referred to as Biot coefficient, Kdry is the bulk modulus (coefficient of volume compressibility) of dry rock, and Ks is the bulk modulus (the particles compress coefficient of solid) of the mineral of composition rock.
With reference to the Biot coefficient test experiments schematic diagram shown in figure 7, adding at confined pressure, hole pressure, temperature to experiment condition, add axial load to confined pressure size, fixed orifice pressure piston, the volume V1 of record rock and pore fluid flow F1, confined pressure and axial load are increased 10MPa respectively, record rock volume V2 now and pore fluid flow F2, then can obtain:
ΔV
f=F
2-F
1
ΔV
s=V
2-V
1；
The difference of rock deformation amount and pore deformation amount is rock skeleton particle deformation amount, then
ΔV
m=ΔV
s-ΔV
f
Definition from Biot coefficient:
Wherein, B is Biot poroelasticity coefficient, and referred to as Biot coefficient, Kdry is the bulk modulus (coefficient of volume compressibility) of dry rock, and Ks is the bulk modulus (the particles compress coefficient of solid) of the mineral of composition rock, Δ V
ffor pore fluid fluctuations in discharge amount, Δ V
sfor rock skeleton volume change, Δ V
mfor rock forming mineral particle volume variable quantity.
Rock mechanics parameters is the basic data solving many petroleum engineering technology, stablizes, hydraulic fracture crack initiation and propagation law important in inhibiting to solution drilling shaft lining.In specific implementation, the intensity of rock and static elasticity parameter directly can be measured by rock core test.But the rock core obtained in laboratory might not represent the character of the rock stratum that will study completely, and these character are being cored and may be changed in process.This just requires when carrying out shop experiment, needs to pay attention to taking and making of test specimen, makes it to have enough representative, and keeps natural structure state, as far as possible not by unnecessary impact; Test specimen is made and will meet accuracy requirement; Pay attention to the structure description of test specimen, as developmental joint fissure degree, distribution situation and orientation thereof etc.; Be also noted that the impact on test of sample dimensions (shape, size and ratio of height to diameter etc.), test condition and environment.Although by taking suitable sample preparation method to solve subproblem, but still some problems demand solves.This is because the mechanical property of rock depends on composition crystal, interaction between particle and consolidating material, and such as crack, joint, aspect and the existence compared with minor fault.Be difficult on the one hand the mechanical property that this rock is described according to the character of its composition particle, particularly its intensity; On the other hand, the distribution of crack, joint, aspect and tomography is so changeable, to such an extent as to the mechanical property of the bulk rock mass affected by this separation.
The experiment work of rock sample is understanding rock physics under various circumstances, the important channel of mechanical property, is also to carry out the previous work that rock engineering should carry out.The object of shop experiment is the character understanding rock, except carrying out the physical property tests such as density, water percentage, porosity, water-intake rate and perviousness, should carry out emphatically the strength characteristics of rock and the test of deformation characteristic.Correct analysis theories, true and reliable experimental result, can help existence condition and the evolutionary process of understanding the crust deep part that also cannot observe directly so far.By the rock fetched from field or down-hole rock core, drill through the rock core of normal diameter with rotary rock drill model machine, then cut suitable length with cutting machine, finally with two-sided stone mill, Rock Profiles is polished, meet the accuracy requirement of sample.
With reference to the core sampling schematic diagram shown in figure 4, in taking from the on-the-spot general out-of-shape of core, experiment can not be directly used in.Need before experiment to process on-the-spot core.The process of indoor processing core is: first extract one with on diamond core bit at the scene core
cylindrical sample, then by flat for the two ends car of cylindrical sample, polishing, basal plane deviation, in 2.5% scope, makes length-diameter ratio>=1.5 of rock sample.
The measuring method of rock mechanics parameters is divided into static test and dynamic test two kinds.The conventional assay method of rock mechanics parameters has two kinds: one to be static measurement method, calculates by measure its stress-strain curve after static loading is carried out to rock sample in laboratory after; Two is dynamic measurement methods, namely utilizes geophysical method, and by measuring the velocity of propagation of sound wave in rock sample, then conversion calculates dynamic rock mechanics parameters.
Static measurement method and dynamic measurement method respectively have it a little and not enough.On the one hand, dynamic measurement results, compared with stationary measurements, all has clear superiority in the real-time etc. of the quantity of data, procurement cost, data; What apply in Practical Project on the other hand is the static elastic parameter of rock, and existing mechanics constitutive relation is generally all set up based on static parameter simultaneously, therefore needs the result of dynamic test to be converted into static result and just can apply.Therefore between measuring Mechanics Parameters of Rock Mass sound, the influence factor of difference carries out the description of quantitative and qualitative analysis, and us can be helped to utilize this instrument simply and easily of ultrasound wave to obtain the static parameter of rock.The research of the influence factor of sound difference has important practical significance.
Below dynamic mechanics parameter test in laboratory is described:
Rock Velocity is the basic parameter that oil-gas exploration and the various fields such as exploitation, petroleum drilling are paid close attention to.The velocity of propagation of sound wave in rock depends on the elastic constant of the rock such as density, Young modulus, Poisson ratio, modulus of shearing, bulk modulus of rock, in the lab, utilize the P-and S-wave velocity recorded just can obtain the elastic modulus of rock, as Poisson ratio, compressibility coefficient, trimming modulus and Young modulus etc., the mechanics parameter of rock is petroleum drilling, fracturing engineering designs and the basis of FRACTURE PREDICTION.
General acoustic wave test of rocks experiment in institute's externally applied forces normally small, instantaneous, what therefore think that rock shows is elastic characteristic, thus the propagation of sound wave in rock is also the propagation law meeting elastic wave, utilize the wave of elastic wave wave equation and elastic wave calculate and inverting rock mass in wave structure characteristic sum distribution situation be feasible.During the walking of sound wave, the internal state of amplitude, frequency spectrum and rock has close contact, namely along with the degree of crushing increase of rock mass (rock), springy texture, stress reduce, sound wave can corresponding generation velocity of wave reduces, amplitude reduction, waveform degenerate, dominant frequency in frequency spectrum moves to low side.
Relation between the propagation law of sound wave and rock mass mechanics index is mainly manifested in:
(1) elastic modulus of rock mass and sound wave velocity of propagation wherein have close mathematical relation, and the stretching of rock mass and compression deformation mainly rely on compressional wave to show, and objectively can reflect the physical mechanics feature such as intensity, distortion of rock mass;
(2) because mechanism's unevenness of rock mass makes sound wave produce very complicated change in communication process, wave process is also ever-changing.Sound wave is propagated and is caused fissure-plane effect in rock mass, can produce serious sound wave diffraction phenomenon what is more; Structural plane in rock mass can make the phenomenons such as the velocity of wave of sound wave is slack-off, and waveform generation is unusual.Affect the change that this qualitative factor of rock mass engineering project characteristic mainly wherein exists structural plane;
(3) velocity of propagation of sound wave in rock mass and its confined pressure have certain relation, this is the result obtained by a large amount of shop experiments, along with the increase of the pressure suffered by rock, sound velocity of wave propagation also can increase thereupon, the pressure but rock mass reaches capacity and after destroying, its velocity of wave also can correspondingly reduce;
(4) along with the increase of the compressive strength of rock mass, sound velocity of wave propagation also can increase, and has good correlativity between the two.
In practice, the method for testing rocks and minerals elastic wave velocity mainly contains sound wave pulse transmission beam method and reflectometry two kinds.
(1) pulse transmission method:
Pulse transmission method measures length that the ultimate principle of elastic wave velocity is experiments of measuring sample and ultrasound wave through laboratory sample time used, obtains the elastic wave velocity of ultrasound wave sample by experiment by laboratory sample length divided by the time.
Deduct when being total walking during ultrasound wave walking in the sample to which when pushing up the walking of anvil up and down (during system base), and can measure on pretreatment when pushing up the walking of anvil; The initial length that the length of sample equals sample deducts by the length compressed, and is measured by HEL-electric pole displacement meter by the length compressed, and its linear measure longimetry precision is 0.01mm, and the velocity of wave of rock can be expressed as:
V=L/t。
(2) pulse reflection method:
The ultimate principle that Ultrasonic Pulse-Echo method measures elastic wave velocity is by ultrasonic probe transponder pulse ripple, reflect when pulsating wave runs into two borders of barrier, reflection wave is by same receive MUT, by the mistiming of oscillograph recording twice reflection wave, obtain the elastic wave velocity of ultrasound wave sample by experiment divided by the time with laboratory sample length:
V=2L/t
Wherein, t is the mistiming of ultrasound wave by rock upper and lower interface.
Because natural rock is made up of several mineral materials, often containing microfissure, acoustic attenuation is larger.Therefore conventional pulse transmission method measures the elastic wave velocity of rock.
Below the dynamic modulus of elasticity, Poisson ratio test are described:
The experimental principle of the described dynamic modulus of elasticity, Poisson ratio test can adopt following formula to characterize:
Wherein, E is the Young modulus of rock; ρ is the density of rock, g/cm
3; The power of F suffered by test rock sample; S is the sectional area of rock sample; △ L is the elongation (or shortening amount) of rock sample at Impact direction; L is the former length of rock sample on Impact direction; V
sfor the shear wave velocity of rock sample, m/s; Vp is the velocity of longitudinal wave of rock sample, m/s; μ s is the Poisson ratio of rock sample; Δ ε
1for the axial strain increment of rock sample; Δ ε
2for the transverse strain increment of rock sample; △ t
sfor the shear wave slowness of rock sample, μ
s/ m; △ t
pfor the compressional wave time difference of rock sample.Longitudinal wave propagation speed definition be in solid, liquid, gas owing to rising-the elastic wave propagation speed that produces of compression deformation; Shear wave propagation speed definition is in fixing, the elasticity velocity of wave propagation produced due to shearing deformation;
As from the foregoing, only need measure rock density, in length and breadth velocity of wave can calculate the dynamic modulus of elasticity, Poisson ratio.
Below laboratory static mechanical parameter experiment is described:
Static rock test result is the basis of multiple rock test.The longest static rock test method has Rock Under Uniaxial Compression to pressure contracting test, rock three axle compression test etc. at present.
One, Rock Under Uniaxial Compression is to pressure contracting test
Uniaxial compression contracting test, also claiming without the test of side direction hydrostatic compression, is the most frequently used Rock strength testing.The sample of test is generally right cylinder, and in order to reduce the impact of end effect, the ratio of length and diameter is generally 2 ~ 3.The pressing machine of test, to load continuously and not impact, can test in the scope of gross tonnage (GT) 10% ~ 90%.Measure sample deformation, the measurement instrument that all can meet the demands with precision and span.In the interior compression test of standard, rock core normally to carry out compression test through processing and being placed between the crosshead of testing machine and worktable.Confined pressure suffered by test specimen is zero, and test adopts the loading velocity pressurization of 5 ~ 8 kilograms every square centimeter per second, till destruction.Axially load system to load continuously, by measuring axial stress and axis and radial deformation, the mechanical property of study of rocks.
Two, rock three axle compression test
The rock of deep layer is in anisotropic stress field, is namely subject to triaxial stress effect.In petroleum drilling or recovery process, well or the shear stress values of producing near perforation increase.If the borehole wall is permeable, then having a principal effective stress component in the principal effective stress in well or pore wall is zero.And when there being mud cake blocking fluid to make it to pass through well or pore wall, this value can be slightly higher.Uniaxial compressive strength σ C is the important intensive parameter describing wellbore stability.In order to better assess the stability of well or pore texture, mechanical property and the strength characteristics that must understand rock how to change along with external load change.
According to the test of above-mentioned dynamic mechanics parameter and static mechanical parameter experiment can obtain sound difference to surround and watch mechanism as follows:
Dynamic and static load plastic strain amplitude is different with load frequency, and static state belongs to unlimited low-frequency large sstrain (10
-5~ 10
-3) load; Dynamic test is high-frequency small strain, and sound wave is small strain load, its typical frequency range: seismic prospecting about tens hertz, acoustic logging 10 ~ 20KHz, indoor ultrasonic test 0.5 ~ 1.0MHz.The representative value of the strain that earthquake produces is 10
-6.Just because of this difference of dynamic and static load, just make rock different to the response of dynamic and static load, its dynamic and static elastic parameter is also different.
The dynamic and static elastic parameter of the average materials such as iron and steel, aluminium, organic glass is substantially identical.Why there is difference in the dynamic and static elastic parameter of rock, be because the inherent feature of rock material itself causes.Rock is heterogeneous complex media, is dispersed with microfissure in rock, and microfissure inside exists fluid, the immanent cause of this dynamic and static elastic parameter difference of rock just.
To this, inventor herein has carried out sound and has measured difference test design.By reequiping original experimental provision, establish the dynamic and static elastic parameter synchronous measuring apparatus of a set of rock.Test rock sample is contained in autoclave, and seals with oil resistant rubber cover, and apply oil pressure with pressing machine, provide confined pressure with wobble pump, stabilizing hydraulic pressure source provides stable pore pressure to rock sample.Measure the velocity of propagation of P-wave And S in rock sample with the ultrasonic transducer of the axial both ends of the surface of rock sample, after conversion, obtain kinetic Youngs modulus and Poisson ratio.The compressional wave resonance frequency of ultrasonic transducer is 850KHz, and shear wave is 450KHz, is coupled between transducer with rock sample with masking foil.The resistance strain gage on rock sample surface, for measuring the distortion in rock sample loading procedure, can obtain static Young modulus and the Poisson ratio of rock by calculating possibility.Use HP3054A data collection and control system, whole mensuration process is completed completely under real-time monitoring of computer.Affect the many factors of rock mechanics, experimental result there will be certain deviation usually.The experimental result at fewer strong point is used for experimental analysis and may causes larger fluctuation.Therefore, the more representational result that a large amount of experimental datas should be adopted to carry out regretional analysis to live.
Testing rock sample used is to drill through in indoor with the Sandstone Cores diamond head of Yanchang Oilfield and process on lathe, its diameter is 53mm, its both ends of the surface polish, polish on grinding machine and sand paper, make the smooth finish of the size of rock sample, outside surface, the smooth finish of both ends of the surface and the depth of parallelism all reach the world and cover up society of theoretical and applied mechanics (ISRM) to rock static state and dynamic test request.
On pretreatment, measure the length L(mm of test core), diameter D
2(mm), quality W(g) and P-wave And S T time delay of sound wave test macro
po, T
so(μ s), and with organic glass sample as standard component, carried out once testing to dynamic test system.Be 2760m/s by the velocity of longitudinal wave of test organic glass sample, shear wave velocity is 1390m/s, and the deviation of the experimental data that these results and rock acoustical testing provide, within 5%, demonstrates dynamic test data reliable.Before official testing is carried out to rock sample, first precompressed three cycles of stress, substantially eliminate the impact of Stress resort.
In order to represent the impact of sound method of testing on rock mechanics parameters, introduce the concept of rock mechanics parameters sound diversity ratio.Rock mechanics parameters sound diversity ratio:
Wherein, E
cfor Young modulus sound diversity ratio; E
dfor kinetic Youngs modulus; E
sfor static Young modulus; μ
cfor Poisson ratio sound diversity ratio; μ
dfor dynamic Poisson's ratio; μ
sfor static Poisson ratio.
Above to the device that a kind of rock dynamic and static elastic parameter synchronous measuring apparatus provided by the present invention and a kind of hydrocarbon-bearing pool rock mass mechanics ground in-situ model recover, be described in detail, apply specific case herein to set forth principle of the present invention and embodiment, the explanation of above embodiment just understands method of the present invention and core concept thereof for helping; Meanwhile, for one of ordinary skill in the art, according to thought of the present invention, all will change in specific embodiments and applications, in sum, this description should not be construed as limitation of the present invention.
Claims (7)
1. the method utilizing rock three axle compression test device to carry out the dynamic and static elastic parameter synchro measure of rock, it is characterized in that, described rock three axle compression test device comprises the axle pressure control system be all connected with three axle autoclaves, confined pressure control system, pore pressure control system, computer acquisition and control system; Described method comprises:
Be sealed in by test rock sample and fill in three axle autoclaves of hydraulic oil, and apply oil pressure by axle pressure control system, apply confined pressure by confined pressure control system, passing hole gap pressure Force control system applies pore pressure;
Obtain compressional wave and the velocity of propagation of shear wave in described test rock sample by computer acquisition and control system, and calculate kinetic Youngs modulus and dynamic Poisson's ratio according to described velocity of propagation;
Obtain the deformation parameter in described test rock sample loading procedure by computer acquisition and control system, and calculate static Young modulus and static Poisson ratio according to described deformation parameter;
Wherein,
Described confined pressure control system comprises: supercharger, the first pressure transducer, deformation-sensor, well heater, servo-valve, the first controller, and the described step by confined pressure control system applying confined pressure comprises:
The low pressure oil of Hydraulic servo system is carried out supercharging by described supercharger, for described three axle autoclaves provide main oil, the endpiece of described three axle autoclaves is equipped with the first pressure transducer, and described first pressure transducer changes electric signal into the oil pressure value in three axle autoclaves, exports the first controller to;
Described first controller is controlled confined pressure by servo-valve by the parameter preset;
Described well heater and the first controller complete oil temperature heating and confined pressure control, described deformation-sensor test rock sample distortion electric signal transmission to the first controller in, to carry out axial deformation control;
Described pore pressure control system comprises: second controller, servomotor, cylinder pressure, the second pressure transducer, scrambler;
Described second controller controls servomotor, is rotated by reductor and tooth-like belt driven gear, promotes piston and moves reciprocatingly, pressurize in cylinder pressure to water;
The displacement of described piston is detected by scrambler, changes into pulse signal transmission in second controller, and the force value of water changes into electric signal transmission to second controller through the second pressure transducer;
Described second controller is by the state modulator hydraulic pressure set or flow;
The described step by axle pressure control system applying oil pressure comprises:
Test rock sample is positioned over and fills in the autoclave of hydraulic oil, and seal with oil resistant rubber cover;
Adjustment confined pressure, to the trial value preset, after maybe test rock sample being heated to the temperature preset, applies axle pressure.
2. method according to claim 1, it is characterized in that, the ultrasonic transducer that the axial both ends of the surface being included in test rock sample in described computer acquisition and control system are arranged, the compressional wave resonance frequency of described ultrasonic transducer is 850KHz, shear wave resonance frequency is 450KHz, is coupled between described ultrasonic transducer with test rock sample with masking foil.
3. method according to claim 1 and 2, is characterized in that, described computer acquisition and control system comprise the resistance strain gage covering test rock sample surface.
4. method according to claim 1, is characterized in that, also comprises:
Described computer acquisition and control system control load path and the test process of rock sample test in real time, and, automatically gather voltage signal by sensor and converting to force and displacement data store.
5. method according to claim 1, it is characterized in that, the force value of described low pressure oil is 20MPa, and the target pressure value of supercharging is 100MPa, the change of described confined pressure is monitored by the first pressure transducer and pressure gauge, and the force value of most high confining pressure is 100MPa.
6. method according to claim 1, is characterized in that, described pore pressure change is monitored by the second pressure transducer and pressure gauge, and the force value of the highest pore pressure is 40MPa.
7. method according to claim 1, is characterized in that, described test rock sample obtains in the following way:
By the rock fetched from field or down-hole rock core, drill through the core of normal diameter, cut suitable length again, finally Rock Profiles is polished, then in the following way processing is carried out to core and obtain rock sample: the cylindrical sample extracting a φ 25mm on core, then the two ends car of cylindrical sample is flat, polishing, basal plane deviation, in 2.5% scope, makes length-diameter ratio >=1.5 of rock sample.
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| CN114487118A (en) * | 2022-01-21 | 2022-05-13 | 河海大学 | Embedded ultrasonic system and ice mechanical parameter online testing method |
| CN115308053B (en) * | 2022-08-31 | 2023-05-12 | 中国矿业大学 | Device and method for directly measuring frequency-dependent longitudinal wave speed of heterogeneous rock in reservoir |
| CN115655905B (en) * | 2022-12-13 | 2023-03-17 | 北京科技大学 | True triaxial loading device and rock mechanical property and damage directionality testing method |
| CN115979811B (en) * | 2022-12-30 | 2024-02-23 | 吴志勇 | Rock mass dynamic-static deformation parameter same-body, same-direction and synchronous testing method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102053253A (en) * | 2009-10-30 | 2011-05-11 | 中国石油化工股份有限公司 | Rock sample detection and data acquisition system and method and application thereof |
| CN102253183A (en) * | 2011-06-28 | 2011-11-23 | 山东科技大学 | Shear-seepage coupling test system for rock cracks under action of confining pressure |
-
2013
- 2013-04-28 CN CN201310156432.7A patent/CN103278389B/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102053253A (en) * | 2009-10-30 | 2011-05-11 | 中国石油化工股份有限公司 | Rock sample detection and data acquisition system and method and application thereof |
| CN102253183A (en) * | 2011-06-28 | 2011-11-23 | 山东科技大学 | Shear-seepage coupling test system for rock cracks under action of confining pressure |
Non-Patent Citations (3)
| Title |
|---|
| 岩石动、静弹性参数相关性的研究及其应用;楼一珊等;《石油天然气学报》;19890620;第11卷(第02期);62-69 * |
| 葛洪魁,黄荣樽,庄锦江,王桂华.三轴应力下饱和水砂岩动静态弹性参数的试验研究.《石油大学学报(自然科学版)》.1994, * |
| 葛洪魁,黄荣樽,庄锦江,王桂华.三轴应力下饱和水砂岩动静态弹性参数的试验研究.《石油大学学报(自然科学版)》.1994,第18卷(第03期),41-47. * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109061099A (en) * | 2018-06-11 | 2018-12-21 | 西南石油大学 | A kind of nondestructive test evaluation method of heterogeneous tight rock degree of injury |
| CN109061099B (en) * | 2018-06-11 | 2021-01-05 | 西南石油大学 | Nondestructive experimental evaluation method for damage degree of heterogeneous compact rock |
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