Ground stress prediction method and equipment based on rotation track and measurement data of caliper

Abstract

The invention belongs to the technical field of oil and gas field development, and discloses a crustal stress prediction method and equipment based on a rotation track and measurement data of a caliper. The method comprises the following steps: analyzing a rotation track of a caliper to find an elliptical well section, and recording long and short axis measurement values; solving a dynamic Young modulus and a dynamic Poisson's ratio, and solving a static Young modulus and a static Poisson's ratio according to a dynamic-static conversion empirical formula; obtaining the slurry pressure according to the construction data, and obtaining the overlying rock pressure through density logging data integration; the minimum horizontal principal stress is calculated according to the pump stopping pressure; and the parameters are substituted into a borehole wall stress-strain formula, the maximum horizontal principal stress is obtained through a formula ratio, and the ground stress prediction of the target interval is realized. According to the method, the two-direction stress difference and the maximum horizontal principal stress can be accurately calculated, errors caused by borehole irregularity and uncertainty of the borehole expansion rate in a traditional stress relieving method to a ground stress inversion result are effectively reduced, the accuracy of a prediction result is improved, and the test procedure is simple and efficient.

Description

Technical Field

[0001] The invention belongs to the technical field of oil and gas field development, and in particular relates to a method and a device for predicting ground stress based on a caliper rotation trajectory and measurement data. Background Art

[0002] The geological characteristics of oil and gas reservoirs are complex and difficult to develop, so there is an urgent need for rock mechanics parameters in each block. Mainstream geostress calculation methods (such as differential strain method and Kaiser method) all need to be implemented through indoor core tests. The process from core drilling, preparation to experiment is complicated and the economic cost is extremely high.

[0003] The stress relief method is currently the most recommended in-situ test method for geostress. This method assumes that the initial borehole cross-section is circular. After drilling, the stress around the hole is redistributed, making the circular borehole elliptical under the action of geostress. The geostress is then calculated by measuring the strain of the hole wall and the elastic parameters of the rock mass. The stress relief method is widely used in the mining field because the borehole depth involved is shallow, the hole diameter is large, and the hole contour and the well wall deformation are easy to observe and obtain. However, in the field of oil and gas field development, considering the uncertainty of the wellbore expansion rate, the irregularity of the wellbore and the influence of the mud cake on the caliper measuring instrument, this method will produce a large systematic error.

[0004] The existing patent CN108344535A discloses a horizontal effective stress test method and a test device taking into account the drilling fluid pressure. The method is based on the fact that a small diameter borehole has a small disturbance to the in-situ stress. The relationship between the in-situ stress and the drilling fluid pressure is established by using a flat circular hole model and a formula of a thick-walled cylinder. The principle is that after the in-situ stress caused by drilling is released, the borehole will deform, and radial displacement and tangential displacement will occur around the borehole. The in-situ in-situ stress is reversely calculated by measuring the radial displacement and tangential displacement values. On the one hand, this method has low requirements on geological conditions and cored rocks. After drilling the borehole, there is no need to further process the borehole, nor is there any need to guide the drilling during the drilling process. Pasting strain gauges in boreholes has the advantage of simplifying measurement operations and thus has the characteristic of a higher test success rate. The improvement in test success rate can reduce the number of repeated drilling measurements, thereby reducing test costs. On the other hand, this method takes into account the pressure of the drilling fluid, which is beneficial to improving the accuracy of the measurement results. However, the calculation formula of the patented method uses the initial hole diameter, which is measured by a multi-scale phase laser rangefinder. The measurement value is affected by the mud cake on the well wall and has a large error, resulting in inaccurate final calculation results. At the same time, the test device used in this method is not a conventional logging tool. Not only does it use a variety of tools, but the test procedure is also complicated, which increases the test cost and test time.

[0005] The existing patent CN110514342A discloses a measuring device and method for quickly measuring the in-situ stress of soft rock formations. It combines the characteristics of hydraulic fracturing and aperture deformation method, and is composed of a closed hydraulic fracturing pipeline system and an aperture deformation measurement system. The invention measures the in-situ stress of rock mass based on the in-situ stress of rock mass, applied stress and deformation characteristics of rock mass. The measurement uses a specific loading method to deform the aperture, obtains the direction of the maximum horizontal principal stress by elliptical simulation of the aperture deformation, and separates the elastic deformation to calculate the in-situ stress value; the patent can quickly measure the soft rock formation. Rock stress, a single test can obtain the value and direction of the two-dimensional principal stress of the borehole cross section. The measurement process does not require the casing release operation, and the measurement time is saved by more than 50% compared with the hydraulic fracturing method and the aperture deformation method. The three-dimensional stress results can be obtained by using a three-hole or more intersecting hole system; however, during the testing process of the patented method, it is necessary to use a telescopic capsule to apply additional pressure to the well wall. The test process depends on a special test device to be implemented. The test device is an unconventional logging tool, and the tools used are numerous and the test procedure is complicated, which increases the test cost and test time.

[0006] The existing patent CN112816336A discloses a pressurized stress relief in-situ geostress testing method, which solves the shortcomings of the traditional stress relief method, namely, the complicated operation of the geostress measuring device, the inability of the testing device to withstand high temperature and high pressure, and the need to perform rock mechanics tests after the test. It broadens the detection depth range of the stress relief method device and improves the convenience of the testing device. However, the method of this patent requires additional application of water pressure to the well wall through an inner tube pressurizer on site, and requires casing drilling through a double-tube core tube to relieve the rock stress around the test hole. There are also problems of numerous tools used and complex testing procedures, which increase the testing cost and time. In addition, when conducting deep well testing, the reservoir pressure is high and the working conditions are complex. The rock cuttings generated during the casing drilling process can easily lead to accidents such as drill sticking. Summary of the invention

[0007] The present invention aims to solve at least one technical problem existing in the background technology, and provides a method and device for predicting geostress based on the rotation trajectory and measurement data of the caliper. The method analyzes the rotation trajectory and measurement data of the caliper and introduces the pump-off pressure to verify the minimum horizontal principal stress, thereby accurately calculating the two-way stress difference and the maximum horizontal principal stress, effectively reducing the error in the geostress inversion result caused by the uncertainty of the wellbore irregularity and the wellbore expansion rate in the traditional stress relief method, and improving the accuracy of the geostress prediction result. The test adopts conventional logging and drilling tools, and the test procedure is simple and efficient.

[0008] In order to achieve the above technical objectives, the present invention adopts the following technical solutions:

[0009] A method for predicting ground stress based on caliper rotation trajectory and measurement data, the method comprising the following steps:

[0010] Step S1: by measuring the caliper data, analyzing the rotation trajectory of the caliper during the lifting measurement process, finding the well section with an elliptical wellbore shape in the target layer section, and recording the major axis measurement value C13 and the minor axis measurement value C24 of the elliptical wellbore;

[0011] Step S2: Substitute the density logging and acoustic logging data of the target layer into the wave equation to obtain the dynamic Young's modulus E of the target layer. 动 and the dynamic Poisson's ratio μ 动 ;

[0012] Then the dynamic Young's modulus E 动 and the dynamic Poisson's ratio μ 动 Substitute into the dynamic-static conversion empirical formula of the target layer to obtain the static Young's modulus E of the target layer 静 and the static Poisson's ratio μ 静 ;

[0013] Step S3: Obtain the mud pressure P acting on the well wall according to the drilling construction data of the target layer. m ; By integrating the density logging data of the target layer, the overburden pressure σ is obtained v ;

[0014] Step S4: Obtain the target layer segment fracturing construction data, and calculate the pump stop pressure P according to the fracturing construction data. t , calculate and obtain the minimum horizontal principal stress σ h ;

[0015] Step S5: Substitute the parameters in steps S1-S4 into the wellbore stress-strain formula under the plane strain state, and calculate the two-way stress difference Δσ and the maximum horizontal principal stress σ by the formula. H , to achieve the ground stress prediction of the target layer.

[0016] Further, in step S2, the density logging and acoustic logging data of the target layer are substituted into the wave equation, and the wave equation is:

[0017]

[0018] In the above formula, V P is the longitudinal wave velocity; V S is the shear wave velocity; E 动 is the dynamic Young's modulus; μ 动 is the dynamic Poisson's ratio; ρ is the rock density.

[0019] Furthermore, in step S2, the dynamic Young's modulus E of the target layer is obtained. 动 and the dynamic Poisson's ratio μ 动 They are:

[0020] μ 动 =[(V P / V S ) 2 -2] / [(V P / V S ) 2 -1]

[0021] E 动 =[ρV S 2 (3V P 2 -4V S 2 )] / [V P 2 -V S 2 ]

[0022] In the above formula, V P is the longitudinal wave velocity; V S is the shear wave velocity; E 动 is the dynamic Young's modulus; μ 动 is the dynamic Poisson's ratio; ρ is the rock density.

[0023] Furthermore, in step S2, the dynamic-static conversion empirical formula of the target layer segment is obtained as follows:

[0024] Obtain the dynamic Young's modulus E of the target layer through logging data 动 and the dynamic Poisson's ratio μ 动 , obtain the static Young's modulus E of the target layer through indoor core experiments 静 and the static Poisson's ratio μ 静 , and then the dynamic-static conversion empirical formula of the target layer segment is obtained through mathematical fitting.

[0025] Further, in step S4, the minimum horizontal principal stress σ h The calculation formula is:

[0026] σ h =P t +ρgH 静

[0027] In the above formula, σ h is the minimum horizontal principal stress; P t is the pump stop pressure; ρ is the rock density; g is the gravitational acceleration; H 静 is the height of the static liquid column in the wellbore.

[0028] Further, in step S5, the wellbore stress-strain formula is:

[0029]

[0030] In the above formula, C13 is the major axis measurement value; C24 is the minor axis measurement value; r is the initial hole radius; E 静 is the static Young's modulus; μ 静 is the static Poisson's ratio; Δσ is the difference in stress between the two axes; σ v is the overburden pressure; P m is the mud pressure; h is the minimum horizontal principal stress.

[0031] Furthermore, in step S5, the wellbore stress-strain formula is simplified, and the biaxial stress difference Δσ is calculated by the following formula:

[0032]

[0033] In the above formula, C13 is the major axis measurement value; C24 is the minor axis measurement value; r is the initial hole radius; E 静 is the static Young's modulus; μ 静 is the static Poisson's ratio; Δσ is the difference in stress between the two axes; σ v is the overburden pressure; P m is the mud pressure; h is the minimum horizontal principal stress.

[0034] Furthermore, in step S5, the maximum horizontal principal stress σ H The calculation formula is as follows:

[0035] σ H =σ h +Δσ

[0036] In the above formula, σ H is the maximum horizontal principal stress; σ h is the minimum horizontal principal stress; Δσ is the difference in stress between the two directions.

[0037] At the same time, the present invention also provides a computer-readable storage medium, wherein the computer-readable storage medium stores a computer program, wherein the computer program includes program instructions, and when the program instructions are executed by a computer, the computer executes any of the methods described above.

[0038] In addition, the present invention also provides an electronic device, which includes a processor, a memory, and a computer program stored in the memory and executable on the processor, and when the processor executes the program, the method described in any one of the above items is implemented.

[0039] Compared with the prior art, the beneficial effects of the present invention are:

[0040] (1) The geostress prediction method provided by the present invention analyzes the rotation trajectory of the caliper and the measurement data to find the well section with a wellbore shape that is approximately elliptical, substitutes the major axis and minor axis measurement values ​​of the elliptical wellbore of the corresponding well section into the wellbore stress-strain relationship under plane strain conditions (stress relief method formula), and uses the pump stop pressure during the hydraulic fracturing construction of the corresponding well section to check the minimum horizontal principal stress, thereby accurately calculating the two-way stress difference and the maximum horizontal principal stress; this method can greatly reduce the error caused by the uncertainty of the wellbore irregularity and the wellbore expansion rate on the geostress inversion result when applying the traditional stress relief method, and improve the accuracy of the geostress prediction result;

[0041] (2) The geostress prediction method provided by the present invention theoretically only requires conventional logging data of the target layer (including caliper measurement data), fracturing construction data and empirical relationship for conversion of dynamic and static elastic parameters of the target layer to obtain the minimum horizontal principal stress, maximum horizontal principal stress and biaxial stress difference of the target layer; compared with indoor geostress testing experiments, the data required by the geostress prediction method of the present invention are field construction data that are easier to obtain during the development of oil and gas fields, and no additional experimental testing is required. The testing method of the present invention is more economical and efficient;

[0042] (3) The geostress prediction method provided by the present invention adopts conventional logging and drilling tools. It does not require additional pressure or measurement on the well wall through special tools, nor does it require the rock stress around the test hole to be relieved by casing drilling. The required testing tools are few, the testing procedures are simple, and the testing efficiency is high. It is not only applicable to the prediction of geostress in conventional wells, but also can be used for the prediction of geostress in deep wells. BRIEF DESCRIPTION OF THE DRAWINGS

[0043] Figure 1 This is a flow chart of a method for predicting ground stress based on caliper rotation trajectory and measurement data in Example 1 of the present invention;

[0044] Figure 2 The wellbore measurement data of the 3739.6-3742.0 m section of Well X in Example 2 of the present invention;

[0045] Figure 3 Schematic diagram of the rotation trajectory of the caliper measuring instrument in the 3740.8-3741.3m section of Well X in Example 2 of the present invention. DETAILED DESCRIPTION

[0046] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0047] Example 1

[0048] The embodiment of the present invention provides a method for predicting ground stress based on the rotation trajectory of the caliper and the measurement data, Figure 1 As shown, the method comprises the following steps:

[0049] Step S1: By measuring the caliper data, analyzing the rotation trajectory of the caliper during the lifting measurement process, finding the well section with an elliptical wellbore shape in the target layer section, and recording the major axis measurement value C13 and the minor axis measurement value C24 of the elliptical wellbore.

[0050] Step S2: Substitute the density logging and acoustic logging data of the target layer into the wave equation to obtain the dynamic Young's modulus E of the target layer. 动 and the dynamic Poisson's ratio μ 动 ;

[0051] Then the dynamic Young's modulus E 动 and the dynamic Poisson's ratio μ 动 Substitute into the dynamic-static conversion empirical formula of the target layer to obtain the static Young's modulus E of the target layer 静 and the static Poisson's ratio μ 静 .

[0052] Wherein, the wave equation is:

[0053]

[0054] According to the above formula (1), the dynamic Young's modulus E of the target layer can be obtained: 动 and the dynamic Poisson's ratio μ 动 They are:

[0055] μ 动 =[(V P / V S ) 2 -2] / [(V P / V S ) 2 -1] (2)

[0056] E 动 =[ρV S 2 (3V P 2 -4V S 2 )] / [V P 2 -V S 2 ] (3)

[0057] In the above formulas (1)-(2), VP is the longitudinal wave velocity; V S is the shear wave velocity; E 动 is the dynamic Young's modulus; μ 动 is the dynamic Poisson's ratio; ρ is the rock density.

[0058] The dynamic-static conversion empirical formula of the target layer segment is obtained as follows:

[0059] The dynamic Young's modulus and dynamic Poisson's ratio of the target layer are obtained through logging data, and the static Young's modulus and static Poisson's ratio of the target layer are obtained through indoor core experiments. Then, the dynamic-static conversion empirical formula of the target layer is obtained through mathematical fitting.

[0060] Step S3: Obtain the mud pressure P acting on the well wall according to the well construction data of the target layer section. m ; By integrating the density logging data of the target layer, the overburden pressure σ is obtained v .

[0061] Step S4: Obtain the target layer segment fracturing construction data, and calculate the pump stop pressure P according to the fracturing construction data. t , calculate and obtain the minimum horizontal principal stress σ h :

[0062] σ h =P t +ρgH 静 (4)

[0063] In the above formula (4), σ h is the minimum horizontal principal stress; P t is the pump stop pressure; ρ is the rock density; g is the gravitational acceleration; H 静 is the height of the static liquid column in the wellbore.

[0064] Step S5: Substitute the parameters in steps S1-S4 into the wellbore stress-strain formula under the plane strain state, and calculate the two-way stress difference Δσ and the maximum horizontal principal stress σ by the formula. H , to achieve the ground stress prediction of the target layer.

[0065] Wherein, the wellbore stress-strain formula is:

[0066]

[0067] The above formula (5) can be simplified as:

[0068]

[0069] Then, the maximum horizontal principal stress σ is calculated by the following formula: H :

[0070] σ H =σ h +Δσ (7)

[0071] In the above formulas (5)-(7), C13 is the major axis measurement value; C24 is the minor axis measurement value; r is the initial hole radius; E 静 is the static Young's modulus; μ 静 is the static Poisson's ratio; Δσ is the biaxial stress difference, that is, the difference between the maximum horizontal principal stress and the minimum horizontal principal stress; σ v is the overburden pressure; P m is the mud pressure; h is the minimum horizontal principal stress; σ H is the maximum horizontal principal stress.

[0072] The parameters in steps S1-S4 (long axis measurement value C13, short axis measurement value C24, static Young's modulus E 静 , Static Poisson's ratio μ 静 , Mud pressure P m , overburden pressure σ v , minimum horizontal principal stress σ h ) into the above formula (6), the biaxial stress difference Δσ can be obtained, and then the maximum horizontal principal stress σ can be obtained according to formula (7): H , thus realizing the in-situ stress prediction of the target layer.

[0073] It can be seen from formulas (6) and (7) that the initial borehole radius r is not involved in the calculation process. This calculation method can avoid the influence of the error in obtaining the initial borehole diameter on the calculation results, thereby avoiding the error caused by the uncertainty of borehole irregularity and borehole expansion rate on the ground stress inversion results when applying the traditional stress relief method.

[0074] Example 2

[0075] The embodiment of the present invention specifically applies the method in embodiment 1 to the implementation well X of a certain oil reservoir, and the early oil test well section is 3734.0-3774.0m. The specific implementation process of the embodiment of the present invention is as follows:

[0076] Step S1: Analyze the rotation trajectory of the caliper measurement data obtained by using the four-arm caliper measuring instrument in the conventional logging data of the 3739.6-3742.0m section of Well X during the lifting measurement process, such as Figure 2 As shown, the wellbore shape in the target layer section can be approximated as an ellipse at 3740.8-3741.3m. The long axis measurement value C13 of the elliptical wellbore is recorded as 8.485ft (feet), and the short axis measurement value C24 is recorded as 8.449ft.

[0077] Step S2: By converting the P-wave velocity V in the conventional logging data of the 3740.8-3741.3m well section of Well X into p (3976.2m / s, average) and shear wave velocity V s Substitute the value of (2354.3m / s, mean) into the wave equation formula (1) to obtain the dynamic Young's modulus E 动 and the dynamic Poisson's ratio μ 动 ;

[0078] Then the dynamic Young's modulus E 动 and the dynamic Poisson's ratio μ 动 Substitute the following empirical formula (8) for dynamic-static conversion of the target layer segment:

[0079]

[0080] It can be calculated that: Static Young's modulus E 静 =18.14GPa; static Poisson's ratio μ 静 =0.243.

[0081] Step S3: Obtain the mud pressure P acting on the well wall according to the drilling construction data of the target layer. m is 51.3MPa; by integrating the density logging curve, we can obtain σ v It is 85.39MPa.

[0082] Step S4: Pump stop pressure P of target layer t is 24.0MPa, and is substituted into formula (4) to calculate the minimum horizontal principal stress σ h It is 61.4MPa.

[0083] Step S5: The parameters in steps S1-S4 (long axis measurement value C13, short axis measurement value C24, static Young's modulus E 静 , Static Poisson's ratio μ 静 , Mud pressure P m , overburden pressure σ v , minimum horizontal principal stress σ h ) is substituted into formula (6) to obtain the biaxial stress difference Δσ as 20.4MPa. Then, the maximum horizontal principal stress σ is obtained according to formula (7): H It is 81.8Mpa.

[0084] The comparison data of the prediction results of the embodiment of the present invention and the core test results of the Kaiser method are shown in Table 1 below.

[0085] Table 1 Comparison of calculation results and Kaiser core test results

[0086]

[0087]

[0088] It can be seen from Table 1 that the calculation results of the embodiment of the present invention are close to the core test results of the Kaiser method in the corresponding well section. Therefore, the prediction results of the embodiment of the present invention have high credibility and the prediction method is reliable.

[0089] Example 3

[0090] An embodiment of the present invention provides a computer-readable storage medium, wherein the computer-readable storage medium stores a computer program, wherein the computer program includes program instructions, and when the program instructions are executed by a computer, the computer executes the method described in Embodiment 1.

[0091] Example 4

[0092] An embodiment of the present invention provides an electronic device, which includes a processor, a memory, and a computer program stored in the memory and executable on the processor. When the processor executes the program, the method described in Embodiment 1 is implemented.

[0093] The above description is only an embodiment of the present invention and is not intended to limit the present invention. Any modification, equivalent replacement and improvement made within the application scope of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for predicting ground stress based on caliper rotation trajectory and measurement data, characterized in that: The method comprises the following steps: Step S1: by measuring the caliper data, analyzing the rotation trajectory of the caliper during the lifting measurement process, finding the well section with an elliptical wellbore shape in the target layer section, and recording the major axis measurement value C13 and the minor axis measurement value C24 of the elliptical wellbore; Step S2: Substitute the density logging and acoustic logging data of the target layer into the wave equation to obtain the dynamic Young's modulus E of the target layer. 动 and the dynamic Poisson's ratio μ 动 ; Then the dynamic Young's modulus E 动 and the dynamic Poisson's ratio μ 动 Substitute into the dynamic-static conversion empirical formula of the target layer to obtain the static Young's modulus E of the target layer 静 and the static Poisson's ratio μ 静 ; Step S3: Obtain the mud pressure P acting on the well wall according to the drilling construction data of the target layer. m ; By integrating the density logging data of the target layer, the overburden pressure σ is obtained v ; Step S4: Obtain the target layer segment fracturing construction data, and calculate the pump stop pressure P according to the fracturing construction data. t , calculate and obtain the minimum horizontal principal stress σ h ; Step S5: Substitute the parameters in steps S1-S4 into the wellbore stress-strain formula under the plane strain state, and calculate the two-way stress difference Δσ and the maximum horizontal principal stress σ through the formula H , to achieve the ground stress prediction of the target layer.

2. The method according to claim 1, characterized in that In step S2, the density logging and acoustic logging data of the target layer are substituted into the wave equation, which is: In the above formula, V P is the longitudinal wave velocity; V S is the shear wave velocity; E 动 is the dynamic Young's modulus; μ 动 is the dynamic Poisson's ratio; ρ is the rock density.

3. The method according to claim 2, characterized in that In step S2, the dynamic Young's modulus E of the target layer is obtained. 动 and the dynamic Poisson's ratio μ 动 They are: μ 动 =[(V P / V S ) 2 -2] / [(V P / V S ) 2 -1] E 动 =[ρV S 2 (3V P 2 -4V S 2 )] / [V P 2 -V S 2 ] In the above formula, V P is the longitudinal wave velocity; V S is the shear wave velocity; E 动 is the dynamic Young's modulus; μ 动 is the dynamic Poisson's ratio; ρ is the rock density.

4. The method according to claim 3, characterized in that In step S2, the dynamic-static conversion empirical formula of the target layer segment is obtained as follows: Obtain the dynamic Young's modulus E of the target layer through logging data 动 and the dynamic Poisson's ratio μ 动 , obtain the static Young's modulus E of the target layer through indoor core experiments 静 and the static Poisson's ratio μ 静 , and then the dynamic-static conversion empirical formula of the target layer segment is obtained through mathematical fitting.

5. The method according to claim 1, characterized in that In step S4, the minimum horizontal principal stress σ h The calculation formula is: s h =P t +ρgH 静 In the above formula, σ h is the minimum horizontal principal stress; P t is the pump stop pressure; ρ is the rock density; g is the gravitational acceleration; H 静 is the height of the static liquid column in the wellbore.

6. The method according to claim 1, characterized in that In step S5, the wellbore stress-strain formula is: In the above formula, C13 is the major axis measurement value; C24 is the minor axis measurement value; r is the initial hole radius; E 静 is the static Young's modulus; μ 静 is the static Poisson's ratio; Δσ is the difference in stress between the two axes; σ v is the overburden pressure; P m is the mud pressure; h is the minimum horizontal principal stress.

7. The method according to claim 1, characterized in that In step S5, the wellbore stress-strain formula is simplified, and the biaxial stress difference Δσ is calculated by the following formula: In the above formula, C13 is the major axis measurement value; C24 is the minor axis measurement value; r is the initial hole radius; E 静 is the static Young's modulus; μ 静 is the static Poisson's ratio; Δσ is the difference in stress between the two axes; σ v is the overburden pressure; P m is the mud pressure; h is the minimum horizontal principal stress.

8. The method according to claim 7, characterized in that In step S5, the maximum horizontal principal stress σ H The calculation formula is as follows: s H =s h +Ds In the above formula, σ H is the maximum horizontal principal stress; σ h is the minimum horizontal principal stress; Δσ is the difference in stress between the two directions.

9. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a computer program, wherein the computer program includes program instructions, and when the program instructions are executed by a computer, the computer executes the method according to any one of claims 1 to 8.

10. An electronic device comprising a processor, a memory, and a computer program stored in the memory and executable on the processor, wherein: When the processor executes the program, the method according to any one of claims 1 to 8 is implemented.

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