CN114753834A - Method for measuring horizontal ground stress of well wall anisotropy - Google Patents
Method for measuring horizontal ground stress of well wall anisotropy Download PDFInfo
- Publication number
- CN114753834A CN114753834A CN202110030298.0A CN202110030298A CN114753834A CN 114753834 A CN114753834 A CN 114753834A CN 202110030298 A CN202110030298 A CN 202110030298A CN 114753834 A CN114753834 A CN 114753834A
- Authority
- CN
- China
- Prior art keywords
- horizontal
- pressure
- displacement
- well wall
- wall
- 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.)
- Pending
Links
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B49/00—Testing the nature of borehole walls; Formation testing; Methods or apparatus for obtaining samples of soil or well fluids, specially adapted to earth drilling or wells
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21B—EARTH DRILLING, e.g. DEEP DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/06—Measuring temperature or pressure
Abstract
The invention provides a method for measuring horizontal geostress of borehole wall anisotropy. The method comprises the following steps: the method comprises the following steps: obtaining displacements of at least two different radial directions on a horizontal plane of a barefoot section of a stratum to be measured under different pressures; wherein the different pressures comprise a pressure before the yield deformation point is obtained and a pressure after the yield deformation point is obtained; wherein the included angle between each radial direction is known; step two: and drawing relation curves of the well wall pressure and the displacement in different radial directions according to the obtained displacement in different radial directions under different pressures, fitting the relation curves of the well wall pressure and the displacement in different radial directions, and performing inversion calculation to obtain maximum and minimum two-direction horizontal stress values of the well wall. The method can complete the horizontal stress test of the anisotropy of the well wall under the condition of actual well working conditions, does not need coring to develop an indoor experiment, is simple and easy to implement, and can obtain the maximum and minimum two-way horizontal stress data at the same time.
Description
Technical Field
The invention belongs to the technical field of oilfield development engineering, and particularly relates to a borehole wall anisotropy horizontal ground stress measurement method which is used for measuring a ground stress field of an oil and gas well reservoir.
Background
With the large-scale development of unconventional oil and gas reservoirs such as compact oil and gas, coal bed gas, shale gas and the like, the geological engineering integration technology is particularly important. Particularly in the field of geomechanics, research and objective knowledge of the ground stress field become the key to the effective implementation of current unconventional reservoir engineering techniques. Due to the complexity of unconventional reservoir geological structures, particularly reservoirs with deep and structural stress anomalies, accurate testing of the reservoir ground stress field is still a difficult problem in the industry and is also a hotspot of technical research and development.
The method comprises the following steps of retrieving related documents, wherein the current geostress testing technology is mainly divided into two categories of indoor experiments and mine site tests, wherein the indoor experiments mainly comprise tests of paleogeomagnetism, acoustic emission, differential strain and wave velocity test (CVA), the tests can test the geostress azimuth and size of a rock core, but the geostress test under the condition of a real stratum is obviously restricted by the sample coring technology, certain uncertainty exists, and the determination of the geostress azimuth and size needs to be combined by a plurality of methods, so that more testing programs exist; the mine field test mainly comprises a hydraulic fracturing method, a drilling caving method, a stress relieving method and the like, although the mine field test is closer to the conditions, the required measuring equipment is more, the process is complex, the time consumption is long, the cost is high, and especially for a high-pressure deep layer test environment, the performance indexes of instruments and equipment and the reliability of a test result need to be improved.
CN110006568B discloses a method for estimating three-dimensional geostress parameters by statistically analyzing the deformation data of the core after stress release, performing inversion and evolutionary computation, which is based on the measurement data of the core size, but cannot test the actual geostress orientation.
CN110907085A discloses a three-dimensional ground stress measuring device based on a drilling deformation method, which can measure the rock deformation of a well wall due to stress release after drilling, but still needs to perform well core extraction, perform mechanical test indoors, and calculate the ground stress field after obtaining the basic mechanical parameters of the rock.
CN210142052U discloses a practical device for testing ground stress by a hydraulic fracturing method, and the innovation of the device is that the device is internally provided with a movable plunger and a packing rubber cylinder, so that the packing rubber cylinder is completely isolated from the wall of a drill hole when entering the drill hole, and meanwhile, the problem of clamping or falling off caused by accumulation of rock debris in the device is avoided, the accurate ground stress test is ensured, and the device is mainly used for testing the minimum main stress;
CN210221365U discloses an experimental apparatus for measuring ground stress based on differential strain principle that degree of automation is high, utilizes confined pressure tracking pump and pressure acquisition system control pressure chamber confined pressure, gathers the stress strain data of rock mass under specific temperature pressure state through the stress-strain gauge, and data acquisition system can carry out teletransmission control to confined pressure tracking pump, and computer design has superpressure, overtemperature warning, protect function simultaneously, improves operator's experimental efficiency greatly.
Disclosure of Invention
The invention aims to provide a method for measuring the horizontal ground stress of the anisotropy of a well wall; the method can complete the horizontal stress test of the anisotropy of the well wall under the condition of actual well working conditions, does not need coring to develop an indoor experiment, is simple and easy to implement, and can obtain the maximum and minimum two-way horizontal stress data at the same time.
In order to achieve the above object, the present invention provides a borehole wall anisotropy horizontal ground stress measurement method, wherein the method comprises:
the method comprises the following steps: obtaining displacements of at least two different radial directions on a horizontal plane of a barefoot section of a stratum to be measured under different pressures; wherein the different pressures comprise a pressure before the yield deformation point is obtained and a pressure after the yield deformation point is obtained; wherein the included angle between each radial direction is known;
step two: and drawing relation curves of the well wall pressure and the displacement in different radial directions according to the obtained displacement in different radial directions under different pressures, fitting the relation curves of the well wall pressure and the displacement in different radial directions, and performing inversion calculation to obtain maximum and minimum two-direction horizontal stress values of the well wall.
In the above borehole wall anisotropy horizontal stress measurement method, preferably, the different radial directions include at least six radial directions. In one embodiment, there are 6 sets of radial directions that are all spaced at 30 °.
In the method for measuring the horizontal ground stress of the borehole wall anisotropy, preferably, the different pressures in the displacements of the to-be-measured formation open hole section in at least two different radial directions under different pressures on a certain horizontal plane are generated by fluid.
In the method for measuring the horizontal stress of the anisotropy of the well wall, the first step is preferably realized by the following steps:
the method comprises the following steps that horizontal ground stress testing equipment provided with at least 2 groups of radial displacement sensors in different directions on the same horizontal plane is placed into a to-be-tested stratum open hole section; wherein the included angle between each group of radial displacement sensors is known;
pressurizing the well wall by using the horizontal stress test equipment to obtain the displacement of each group of radial displacement sensors on a certain horizontal plane of the barefoot section of the stratum to be tested in each radial direction under different pressures; when all the groups of displacement sensors are tested to obtain the yield deformation point, the pressurization is stopped;
more preferably, the horizontal stress testing device is provided with a pressure applying wall surface, and the wall surface is pressurized by applying pressure to the pressure applying wall surface; wherein the radial displacement sensor is provided on the pressure application wall surface; in one embodiment, pressurizing the pressure-applying wall by injecting an incompressible fluid and thereby pressurizing the well wall with the pressure-applying wall; in one embodiment, the pressure application wall is a rubber membrane;
Further preferably, the method further comprises: calibrating the inherent constitutive model (such as the Young modulus of the pressure application wall surface) of the horizontal stress testing equipment involved in the step two, namely calibrating the deformation amount generated by the pressure application wall surface of the horizontal stress testing equipment in the pressurizing process; in a specific embodiment, an indoor test experiment is carried out, and under the condition that the ground stress loading condition is known, the inherent constitutive model of the horizontal ground stress testing equipment (namely the Young modulus of the pressure applying wall surface of the horizontal ground stress testing equipment) involved in the inversion calculation process is calibrated;
further preferably, the horizontal stress test equipment is used for pressurizing the well wall, and the acquisition of the displacement of each group of radial displacement sensors on the horizontal plane of the barefoot section of the stratum to be tested in different pressures in each radial direction is realized by the following modes:
pressurizing the well wall by using the horizontal stress testing equipment, and calibrating the values of all groups of radial displacement sensors after the pressure-applying wall surface is completely expanded and is tightly attached to the rock of the well wall (for example, calibrating the values of all groups of radial displacement sensors to be zero at the moment); and (4) continuously pressurizing the well wall, and acquiring radial displacement data on each group of radial displacement sensors.
In a specific embodiment, the horizontal ground stress testing device provided with at least 2 sets of radial displacement sensors In different directions at the same horizontal plane preferably employs a modified Cambridge In-situ High Pressure Dilatometer (High Pressure differential gauge manufactured by Cambridge In-situ Ltd.); the modification refers to modification of a displacement sensor arranged in a single direction in original equipment, and radial displacement sensors are respectively arranged in at least two radial directions on the same horizontal plane.
In a specific embodiment, the open hole section has a diameter of 80mm and a depth of 5 m.
In one embodiment, when the pressure-applying wall is pressurized by injecting an incompressible fluid to pressurize the wall of the well by the pressure-applying wall, the incompressible fluid is injected at a rate of 5 psi/min.
In the method for measuring the horizontal ground stress of the borehole wall anisotropy, preferably, the fitting is performed on the relation curve between the borehole wall pressure and the displacement in different radial directions, and the obtaining of the maximum and minimum two-directional horizontal stress values through the inversion calculation is realized by the following steps: according to the theory of small hole expansion and solid elastoplastic deformation, a finite element numerical programming fitting method is adopted to iteratively solve a horizontal two-way stress field;
In a specific embodiment, according to the theory of small hole expansion and solid elastoplastic deformation, a finite element numerical programming fitting method is adopted to iteratively solve a horizontal two-directional stress field, and meanwhile reservoir rock physical parameters such as Young modulus, compressive strength and the like are obtained through calculation;
the small hole expansion theory considers that the pressure p of a shaft is the same as the axial tensile stress of fluid on the well wall; the theory of solid elastic-plastic deformation holds that the inflection point of the rock from elastic to plastic transformation satisfies the molar coulomb criterion, namely tau is tan theta multiplied by sigma + C, wherein tau is the shearing stress of any section of the rock, theta is the friction angle of plastic deformation, sigma is the normal stress of any section of the rock, and C is the cohesive force of plastic deformation.
According to the small hole expansion and solid elastic-plastic deformation theory, a finite element numerical value programming fitting method is adopted to iteratively solve a horizontal two-way stress field, inherent characteristic parameters of instruments and rock samples are firstly input in the process shown in fig. 5, initial values of the stress field are set, then a finite element technical program is operated, a stress-strain curve measured by each radial sensor is obtained through calculation, the stress-strain curves obtained through actual measurement are input into a model, error comparison is carried out on the two curves, the minimum uncertainty is determined, meanwhile, parameter variables are updated, the initial values of the stress are input again, and iterative solution is carried out again.
The method for measuring the horizontal stress of the anisotropy of the well wall determines the maximum and minimum two-direction horizontal stress values of the well wall through fitting and inversion by means of the displacement of the stratum to be measured in at least two different radial directions under different pressures on a certain horizontal plane of an open hole section. The method realizes the inversion calculation of the maximum and minimum two-way horizontal stress field under the field well working condition, does not need to take cores to carry out indoor experiments, and is simple, convenient, quick and good in accuracy.
Drawings
FIG. 1 is a flowchart of the method of example 1 of the present invention.
Fig. 2A is a schematic view of a field structure in embodiment 1 of the present invention.
FIG. 2B is a cross-sectional view of the wellbore A-A in example 1 of the present invention.
Fig. 3 is a graph of fitting curves and results of the measured borehole wall pressure-displacement numerical values in embodiment 1 of the present invention.
Fig. 4A is a schematic diagram of the experimental sample and the structure of the wellbore in example 1 of the present invention.
Fig. 4B is a front view of the experimental sample and the wellbore structure in example 1 of the present invention.
FIG. 4C is a top view of the experimental sample and well structure in example 1 of the present invention.
FIG. 5 is a flow chart illustrating a horizontal two-way stress solution.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be described in detail and completely with reference to the drawings in the embodiments of the present invention. It is to be understood that the embodiments described are only a few embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Example 1
The embodiment provides a method for measuring horizontal geostress of borehole wall anisotropy.
The embodiment of the horizontal crustal stress testing system using the radial displacement sensor in the process of measuring the horizontal crustal stress of the anisotropy of the well wall, as shown in the figure2A, 2B, the system comprises a horizontal ground stress test device 6, a fluid injection line 3, a displacement test data line, a high pressure fluid pump 4 (displacement up to 2 m)3Min, the pressure can reach up to 120MPa) and a data acquisition device 5; the horizontal ground stress testing device 6 is formed by modifying a High Pressure differential expander (High Pressure differential manufactured by Cambridge In-situ Ltd.), the horizontal ground stress testing device 6 is provided with a Pressure applying wall surface, namely a rubber film 8, the rubber film 8 is pressurized by injecting incompressible fluid into the rubber film 8, and then the Pressure is applied to the well wall by virtue of the rubber film 8, the modification refers to the modification of a displacement sensor arranged In the original device In a single direction, 6 groups of radial displacement sensors 9 are uniformly arranged on the same circumferential cross section (namely on the same horizontal plane) of the rubber film 8, the included angle between each group of radial displacement sensors 9 is 30 degrees, and the radial displacement sensors 9 are In contact with the inner wall surface of the rubber film 8; one end of the fluid injection pipeline 3 is connected with the horizontal ground stress testing equipment 6, and the other end of the fluid injection pipeline is connected with the high-pressure fluid pump 4, so that incompressible fluid is injected into the horizontal ground stress testing equipment 6 by the high-pressure fluid pump 4 to pressurize the rubber film 8 and further pressurize the well wall; one end of the displacement test data line is connected with a radial displacement sensor 9 in the horizontal ground stress test equipment 6, and the other end of the displacement test data line is connected with the data acquisition equipment 5, so that the displacement data of the well wall is acquired by the data acquisition equipment 5; the data acquisition device 5 is also connected to the high pressure fluid pump 4 for acquiring the pressure exerted by the incompressible fluid against the rubber membrane 8, i.e. against the borehole wall.
As shown in fig. 1, the method for measuring horizontal stress of borehole wall anisotropy comprises the following steps:
step S1: according to testing reservoir degree of depth and well bore size, accomplish well drilling and equipment well entering work in proper order, specifically include:
drilling and sequentially cementing wells according to an actual drilling design scheme, stopping drilling and taking out the wells after drilling to the position above a test interval, then putting horizontal ground stress test equipment 6 with a drill bit into the borehole 1 through the coiled tubing 2, leading the drill bit of the horizontal ground stress test equipment 6, and continuously drilling an open hole section with the diameter of 80mm and the depth of 5m, so as to finish the borehole preparation and equipment placement work.
Step S2: the calibration and correction of the radial displacement sensor specifically comprises the following steps:
injecting hydraulic oil into the horizontal ground stress testing equipment 6 at a constant displacement through the high-pressure fluid pump 4, expanding the rubber film 8 to be attached to the well wall rock 7, and calibrating and correcting the radial displacement sensors 9 (the displacement of the radial displacement sensors 9 is calibrated to be zero);
step S3: the method includes the following steps of obtaining displacement of a to-be-measured stratum open hole section on a certain horizontal plane in different radial directions under different pressures, and specifically including:
continuously injecting and filling hydraulic oil into the horizontal ground stress testing equipment 6 at a fixed displacement through the high-pressure fluid pump 4 according to a pumping rate of 5psi/min, simultaneously acquiring radial displacement data and pumping pressure of 6 groups of radial displacement sensors 9, stopping pressurizing until the radial displacement sensors 9 in 6 directions all test to obtain an obvious yield deformation point, unloading well wall pressure, and taking out the horizontal ground stress testing equipment 6; therefore, the displacement of the stratum to be measured in different radial directions on a certain horizontal plane under different pressures is obtained.
Step S4: and (3) data processing, namely calculating to obtain the maximum and minimum two-directional horizontal stress values of the well wall, wherein the method specifically comprises the following steps:
combining the Young modulus parameter of the inherent constitutive model of the horizontal ground stress testing equipment, namely the rubber film, drawing a relation curve of the well wall pressure and the displacement in different radial directions by utilizing the displacement in different radial directions and under different pressures on a certain horizontal plane obtained in the step S3, and carrying out iterative solution on a horizontal two-way stress field by adopting a finite element numerical programming fitting method according to the small hole expansion and solid elastoplastic deformation theory;
the results are shown in FIG. 3.
Step S5: optionally, the inherent constitutive model of the horizontal ground stress testing device is corrected, specifically:
if necessary, an indoor test experiment can be carried out before field test, that is, under the condition that the ground stress loading condition is known, the correction and calibration are carried out on the Young modulus parameter of the inherent constitutive model of the horizontal ground stress testing equipment, namely the rubber film, involved in the process of determining the horizontal two-way stress in the step S4, so that the accuracy and reliability of an explanation result are guaranteed;
the method comprises the following specific steps: as shown in fig. 4A to 4C, the test specimen 10 is loaded to the designed three-way ground stress level, and then the above steps S1 to S4 are repeated, and the calculated ground stress value is compared with the actual load value:
If the error is within the operation range, the Young modulus parameter of the inherent constitutive model of the horizontal ground stress testing equipment, namely the rubber film, is accurate, and the inherent constitutive model of the horizontal ground stress testing equipment is corrected;
and if the error is not in the operating range, adjusting the Young modulus parameter of the inherent constitutive model of the horizontal ground stress testing equipment, namely the rubber film, and recalculating the obtained ground stress value until the error between the calculated ground stress value and the actual loading value is in the operating range, and finishing the correction of the inherent constitutive model of the horizontal ground stress testing equipment.
Claims (10)
1. A method for measuring horizontal geostress of borehole wall anisotropy, the method comprising:
the method comprises the following steps: obtaining displacements of at least two different radial directions on a horizontal plane of a barefoot section of a stratum to be measured under different pressures; wherein the different pressures comprise a pressure before the yield deformation point is obtained and a pressure after the yield deformation point is obtained; wherein the included angle between each radial direction is known;
step two: and drawing relation curves of the well wall pressure and the displacement in different radial directions according to the obtained displacement in different radial directions under different pressures, fitting the relation curves of the well wall pressure and the displacement in different radial directions, and performing inversion calculation to obtain maximum and minimum two-direction horizontal stress values of the well wall.
2. The measurement method of claim 1, wherein the different radial directions comprise at least six radial directions.
3. The measurement method according to claim 1, wherein the different radial directions are 6 sets of radial directions each having an angle of 30 °.
4. The measurement method according to claim 1, wherein the acquiring of different pressures in the displacements at different pressures in at least two different radial directions in a horizontal plane of the open hole section of the formation to be measured is generated by a fluid.
5. The measurement method according to any one of claims 1 to 4, wherein step one is achieved by:
the method comprises the following steps that horizontal ground stress testing equipment provided with at least 2 groups of radial displacement sensors in different directions on the same horizontal plane is placed into a to-be-tested stratum open hole section; wherein the included angle between each group of radial displacement sensors is known;
pressurizing the well wall by using the horizontal stress test equipment to obtain the displacement of each group of radial displacement sensors on a certain horizontal plane of the barefoot section of the stratum to be tested in each radial direction under different pressures; and when all the groups of displacement sensors are tested to obtain the yield deformation point, stopping pressurizing.
6. The measurement method according to claim 5, wherein the horizontal stress test device is provided with a pressure application wall surface, and the pressurization to the well wall is realized by applying the pressure to the pressure application wall surface; wherein the radial displacement sensor is provided on the pressure application wall surface.
7. The measurement method according to claim 6, wherein the pressurizing of the pressure applying wall by the pressure applying wall is achieved by filling an incompressible fluid.
8. The measurement method of claim 6, wherein the method further comprises: and correcting and calibrating the inherent constitutive model of the horizontal ground stress testing equipment involved in the step two.
9. The measurement method according to claim 6, wherein the horizontal stress test equipment is used for pressurizing the borehole wall, and the obtaining of the displacement of each group of radial displacement sensors in each radial direction at different pressures on a horizontal plane of the open hole section of the stratum to be measured is realized by the following steps:
pressurizing the well wall by using the horizontal ground stress test equipment, and calibrating the values of all groups of radial displacement sensors after the pressure application wall surface is completely expanded and is tightly attached to well wall rocks; and (4) continuously pressurizing the well wall, and acquiring radial displacement data on each group of radial displacement sensors.
10. The measurement method according to claim 1, wherein the maximum and minimum two-way horizontal stress values obtained by performing the inversion calculation by fitting the wall pressure versus displacement curves in different radial directions are obtained by: according to the theory of small hole expansion and solid elastoplastic deformation, a finite element numerical programming fitting method is adopted to iteratively solve the horizontal two-direction stress field.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110030298.0A CN114753834A (en) | 2021-01-11 | 2021-01-11 | Method for measuring horizontal ground stress of well wall anisotropy |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110030298.0A CN114753834A (en) | 2021-01-11 | 2021-01-11 | Method for measuring horizontal ground stress of well wall anisotropy |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114753834A true CN114753834A (en) | 2022-07-15 |
Family
ID=82325365
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110030298.0A Pending CN114753834A (en) | 2021-01-11 | 2021-01-11 | Method for measuring horizontal ground stress of well wall anisotropy |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114753834A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115127716A (en) * | 2022-09-01 | 2022-09-30 | 云南省交通投资建设集团有限公司 | Rock mass parameter in-situ test system and method by small local wall stress relief method |
| CN115655133A (en) * | 2022-11-01 | 2023-01-31 | 中国石油大学(北京) | Optical fiber strain sensing pipe column and ground stress measuring method |
-
2021
- 2021-01-11 CN CN202110030298.0A patent/CN114753834A/en active Pending
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115127716A (en) * | 2022-09-01 | 2022-09-30 | 云南省交通投资建设集团有限公司 | Rock mass parameter in-situ test system and method by small local wall stress relief method |
| CN115655133A (en) * | 2022-11-01 | 2023-01-31 | 中国石油大学(北京) | Optical fiber strain sensing pipe column and ground stress measuring method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Ljunggren et al. | An overview of rock stress measurement methods | |
| Mair et al. | Pressuremeter testing: methods and interpretation | |
| US5576485A (en) | Single fracture method and apparatus for simultaneous measurement of in-situ earthen stress state and material properties | |
| US5517854A (en) | Methods and apparatus for borehole measurement of formation stress | |
| US4149409A (en) | Borehole stress property measuring system | |
| CN104865124A (en) | Shale brittleness index determination method based on rock stress-strain curve and ultrasonic longitudinal wave velocity | |
| JP6112663B2 (en) | In-situ rock test method and test equipment | |
| US7753118B2 (en) | Method and tool for evaluating fluid dynamic properties of a cement annulus surrounding a casing | |
| EP3436663A1 (en) | Obtaining micro- and macro-rock properties with a calibrated rock deformation simulation | |
| CN114753834A (en) | Method for measuring horizontal ground stress of well wall anisotropy | |
| CN108505993A (en) | A kind of formation pressure test physical analogy and graduation apparatus and method | |
| NO20111732A1 (en) | Pressure module and borehole applications | |
| Roshan et al. | New generation of hoek cells | |
| Schmitt et al. | Hydraulic fracturing stress measurements in deep holes | |
| Clarke et al. | Pressuremeter Testing in Ground Investigation. Part 1-Site Operations. | |
| US20210172315A1 (en) | Pressure testing systems for subterranean rock formations | |
| Bakker et al. | Multiscale evaluation of potential damage in jetted lateral boreholes | |
| Tolooiyan et al. | Maximising the efficiency of Menard pressuremeter testing in cohesive materials by a cookie-cutter drilling technique | |
| Liu et al. | Stress and strain dependencies of shear modulus from pressuremeter tests in Opalinus Clay | |
| Kuanhai et al. | Experimental investigation of the failure mechanism of P110SS casing under opposed line load | |
| Haimson | 17. Measurement of in situ Stress | |
| CN208252113U (en) | A kind of formation pressure test physical analogy and graduation apparatus | |
| CN113281176A (en) | Method for verifying measurement result of hydrofracturing method and loading device | |
| US5272916A (en) | Methods of detecting and measuring in-situ elastic anisotropy in subterranean formations | |
| Kegang et al. | A new method to determine pore compressibility |
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 |