Simulation calculation method, system and equipment for critical buckling suction load of suction cylinder and storage medium

Abstract

The invention provides a simulation calculation method, system and equipment for a buckling critical suction load of a suction cylinder and a storage medium. The method comprises the following steps: S1, establishing a numerical geometric model of the suction cylinder; s2, establishing a numerical geometric model of the suction barrel and boundary constraint of surrounding soil to form a grid, and performing buckling analysis; s3, verifying the suction tube model established in the step S2, and analyzing a result; s4, calculating diameter-thickness ratio data of multiple groups of cylinder walls, and calculating linear critical buckling strength; selecting a plurality of groups of soil elastic moduli, and calculating critical buckling pressure under different conditions; selecting a critical buckling stress envelope line, and simulating the penetration process of the suction cylinder to obtain a penetration resistance envelope line; and comparing different envelope lines, and evaluating the penetration depth of the buckling failure. According to the method, the buckling risk of the suction cylinder can be analyzed and calculated, a basis is provided for engineering design, and the safety and economical efficiency of engineering are improved.

Description

Technical Field

[0001] The present invention relates to the technical field of cylinder simulation measurement, and in particular to a simulation calculation method, system, equipment and storage medium for the critical suction load of a suction cylinder buckling. Background Art

[0002] The unique negative pressure installation method of the suction cylinder makes its penetration mechanism very different from that of ordinary pipe piles. During installation, the deadweight of the cylinder foundation is first used to penetrate the soil to a certain depth, forming a relatively closed space between the cylinder and the soil. Then, the water inside the cylinder is pumped out through the drainage port on the top of the cylinder to reduce the pressure inside the cylinder, forming a pressure difference with the outside of the cylinder, and pressing the cylinder foundation into the soil to complete the penetration purpose. When the pressure difference between the inside and outside of the cylinder is too large, there is a risk of buckling of the cylinder wall. Therefore, the critical suction force of the cylinder wall buckling is a limiting factor to be considered when designing the cylinder structure. The suction cylinder penetration resistance is the main determining factor of the suction required during installation. The calculation method is divided into two categories: clay and sand according to the different geology of the installation site. Due to the low permeability of clay, the seepage disturbance to the soil during installation is small, so the penetration resistance generation mechanism is slightly simpler than that of sand. In sand, a large seepage is generated when the suction cylinder is penetrated. The seepage flows from the outside of the cylinder to the inside of the cylinder, causing the effective stress of the soil inside and outside the cylinder to change, thereby affecting the friction between the cylinder wall and the soil. At the same time, excessive seepage force may cause the effective stress of the soil in the cylinder to drop to zero, resulting in seepage damage and making the cylinder foundation unable to continue sinking.

[0003] There is no industry standard for calculating the critical buckling stress for suction tube installations, and those standards that are referenced require the assumption of idealized boundary conditions, such as fixed ends or free ends. None of the design provisions take into account the lateral restraint provided by the surrounding soil. In recent studies, this lateral restraint provided by the soil has been simulated by elastic Winkler springs or Pasternak-type foundations, but neither of the above analyses considers the lateral strains under soil restraint through advanced nonlinear finite element methods. Summary of the invention

[0004] The first object of the present invention is to provide a simulation calculation method for the critical suction load of a suction tube buckling in response to the above-mentioned problem.

[0005] To achieve the above object, the present invention adopts the following technical solution:

[0006] A simulation calculation method for the critical suction load of a suction tube buckling comprises the following steps:

[0007] S1: Establish the numerical geometric model of the suction cylinder;

[0008] S2: Establish the numerical geometric model of the suction cylinder and the boundary constraints of the surrounding soil to form a mesh, and perform buckling analysis;

[0009] S3: verifying the suction cylinder model established in step S2 and analyzing the results;

[0010] S4: Select multiple sets of diameter-to-thickness ratio data of the cylinder wall to calculate the linear critical buckling strength;

[0011] Select multiple groups of soil elastic moduli to calculate the critical buckling pressure under the conditions of single axial pressure and single lateral pressure;

[0012] The critical buckling stress envelope with elastic modulus and diameter-to-thickness ratio as variables and penetration depth was selected, and the penetration process of the suction cylinder was simulated to obtain the penetration resistance envelope.

[0013] The penetration resistance theoretical solution envelope, numerical simulation solution envelope and critical buckling suction envelope are compared to evaluate the penetration depth where buckling failure occurs.

[0014] While adopting the above technical solutions, the present invention may also adopt or combine the following technical solutions:

[0015] As a preferred technical solution of the present invention: in step S1, the numerical values ​​in the numerical geometric model of the suction cylinder include: elastic modulus of the pile, weight of the pile, Poisson's ratio of the pile, saturated weight of the soil, and natural weight of the soil.

[0016] As a preferred technical solution of the present invention: the model data includes the diameter-thickness ratio of the cylinder wall, the elastic modulus of the soil, and the penetration depth ratio during the mold penetration process.

[0017] The second object of the present invention is to provide a simulation calculation system for the critical suction load of the suction tube buckling.

[0018] To this end, the above-mentioned purpose of the present invention is achieved through the following technical solutions:

[0019] A simulation calculation system for the critical suction load of a suction tube buckling includes the following modules:

[0020] A numerical geometry model building module, wherein the numerical geometry model building module is used to build a numerical geometry model of the suction cylinder;

[0021] A mesh building and buckling analysis module, which is used to build a numerical geometric model of the suction cylinder and the boundary constraints of the surrounding soil to form a mesh, and perform buckling analysis;

[0022] A model verification module, wherein the model verification module is used to verify the suction cylinder model and analyze the results;

[0023] A calculation and evaluation module, wherein the calculation and evaluation module is used to select multiple groups of diameter-to-thickness ratio data of the cylinder wall to calculate the linear critical buckling strength; select multiple groups of soil elastic modulus to calculate the critical buckling pressure under the conditions of single axial pressure and single lateral pressure; select the critical buckling stress envelope with elastic modulus and diameter-to-thickness ratio and penetration depth as variables, and simulate the suction cylinder penetration process to obtain the penetration resistance envelope; compare the penetration resistance theoretical solution envelope, the numerical simulation solution envelope and the critical buckling suction envelope, so as to evaluate the penetration depth at which buckling failure occurs.

[0024] A third object of the present invention is to provide an electronic device.

[0025] To this end, the above-mentioned purpose of the present invention is achieved through the following technical solutions:

[0026] An electronic device includes a memory and a processor, wherein the memory stores an executable program, and the processor is configured to run the executable program to execute the steps of a simulation calculation method for the critical suction load of a suction tube buckling as described above.

[0027] A fourth object of the present invention is to provide a non-volatile storage medium.

[0028] To this end, the above-mentioned purpose of the present invention is achieved through the following technical solutions:

[0029] A non-volatile storage medium stores an executable program, and when the executable program is executed by a processor, the steps of the simulation calculation method for the critical suction load of the suction cylinder buckling are implemented as described above.

[0030] The present invention provides a simulation calculation method, system, equipment and storage medium for the critical suction load of suction tube buckling, which has the following beneficial effects: according to the proposed suction micro-buckling critical suction calculation method and system, the buckling risk of the suction tube installation can be analyzed and calculated, providing a basis for engineering design and improving the safety and economy of the project. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 Schematic diagram of the mesh of the pile and surrounding soil.

[0032] Figure 2 The figure is a comparison between the critical buckling stress simulation results and the Madsen simulation results for different soil elastic moduli.

[0033] Figure 3 Schematic diagram of the variation of critical buckling strength with penetration depth at different diameter-to-thickness ratios when E=30MPa.

[0034] Figure 4a This is the diagram of the first three buckling modes when the cylinder wall diameter-to-thickness ratio is R / t=425.

[0035] Figure 4b This is the diagram of the first three buckling modes when the cylinder wall diameter-to-thickness ratio is R / t=340.

[0036] Figure 5a This is the deformation cloud diagram of the cylinder and the soil around the cylinder when the cylinder wall diameter-thickness ratio is R / t=425.

[0037] Figure 5b This is the deformation cloud diagram of the cylinder and the soil around the cylinder when the cylinder wall diameter-thickness ratio is R / t=340.

[0038] Figure 6a The figure shows the numerical results of different soil moduli and the calculation results of the standard method when the cylinder wall diameter-to-thickness ratio is R / t=425.

[0039] Figure 6b The figure shows the numerical results of different soil moduli and the calculation results of the standard method when the cylinder wall diameter-thickness ratio is R / t=340.

[0040] Figure 7 It is the fitting curve diagram of the correction coefficient a.

[0041] Figure 8 This is the relationship diagram between the suction required for penetration and the critical buckling suction envelope. DETAILED DESCRIPTION

[0042] The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.

[0043] The simulation was carried out using the finite element software Abaqus, which took into account the actual stress state when the suction tube was installed. The load conditions were negative pressure and axial pressure acting simultaneously, and the imperfect geometry of the first-order vibration mode based on the linear eigenvalue buckling analysis was introduced to reflect the initial defects. The numerical results were compared with the current buckling load calculation standard.

[0044] The numerical geometric model of the suction cylinder is established. The geometric model establishment and parameter selection are as follows:

[0045] In the numerical model, the outer diameter of the pile is set to D = 17m, the pile length is L = 15m, and considering the boundary effect, the soil size around the pile is a cylinder with a diameter of 85m and a depth of 75m. At the same time, the interface soil unit is added within the radial range of 3m inside and outside the pile, and the interface soil unit extends to 3m below the tip of the skirt.

[0046] The steel pile body is set as a linear elastic ideal plastic material, and the yield is defined by the vonMises yield criterion. The pile body material is Q235 steel, and the pile is defined as an ideal elastic-plastic constitutive model, and the elastic modulus E is taken. s 2.10×10 5 Mpa, yield strength f yis 345MPa, Poisson's ratio μ is 0.3, and the pile weight γ is 78.5kN / m 3 The soil material is sand, and the ideal elastic-plastic model is used to analyze and calculate the Mohr-Coulomb yield criterion. sat 19.6kN / m 3 , the natural bulk density is γ is 15.9kN / m 3 , the internal friction angle of sand The elastic modulus of soil is 10-80 MPa according to different working conditions, Poisson's ratio μ=0.26, and the main model parameters are shown in Table 1.

[0047] The standard Coulomb friction model is used to simulate the relationship between the cylindrical foundation and the surrounding sand. The critical friction stress τ crit With normal contact pressure p c is proportional to, which can be expressed as τ crit =μ k p c , where μ k is the friction coefficient, estimated as μ k =tan(δ μ ), δ μ is the interface friction angle between sand and caisson, for smooth steel piles, In the range of 0.5-0.7, in this embodiment, the

[0048] Table 1 Physical parameters of numerical model

[0049]

[0050] The numerical geometric model of the suction cylinder and the boundary constraints of the surrounding soil are established to form a grid, and the buckling analysis is carried out. The boundary, load conditions and grid division are as follows:

[0051] The bottom surface of the soil is regarded as a fixed boundary condition, the side surface of the soil is constrained to have horizontal displacement, and the top surface is free.

[0052] The shell element of the pile is coupled to the solid element of the soil through a surface-to-surface Tie constraint, which fuses the surfaces of the two regions together even if they have different meshes and different degrees of freedom. The Tie constraint connects each node on the slave surface to the nearest master surface, so there is no relative motion between them. Under the initial conditions of the analysis, the initial position of the slave surface is adjusted so that all nodes of the slave surface are moved to the master surface. At the same time, the soil bodies are also bound by Tie constraints. Considering that the pile cap is strengthened by stiffening ribs in actual engineering, it is generally not easy to deform and buckle, so the pile cap is rigidly constrained, and a shell-solid coupling constraint is used between the pile cap and the pile wall.

[0053] A uniform pressure p is applied to the pile cap, while an annular pressure p of the same magnitude is applied only to the free height of the pile wall. Ignoring the pressure difference between the inside and outside of the pile wall below the seabed does not affect the results.

[0054] like Figure 1 As shown in the figure, the pile foundation unit type adopts 8-node quadrilateral reduced integration shell unit S4R, and the surrounding soil is modeled with 8-node reduced integration solid unit C3D8R. The pile wall is divided into one unit every 1.8° along the circumferential direction and one unit every 0.25m along the height direction. The mesh size of the interface soil unit is similar to that of the pile wall. The remaining soil units are divided according to the global size of 5.3m, and the eccentricity of 5 is used to make the transition from the near pile end to the far end coarsening.

[0055] like Figure 2 As shown in the figure, in order to verify the accuracy of the numerical model, the critical buckling stress simulation results corresponding to the deformation modulus of each soil mass under the conditions of penetration depth ratio of 0.2 and cylinder wall thickness t = 25 mm are compared with the numerical simulation results of Madsen et al. in the literature (Madsen S, Andersen LV, Ibsen LB. Numerical buckling analysis of large suction caissons for wind turbines on deep water [J]. Engineering Structures, 2013, 57: 443-452.):

[0056] The simulation takes into account the influence of diameter-to-thickness ratio, penetration depth ratio and soil elastic modulus. The specific simulation conditions of the present invention are shown in Table 2:

[0057] Table 2

[0058]

[0059] Based on the data in Table 2, three groups of working conditions with different diameter-to-thickness ratios under the same soil elastic modulus are selected to analyze the effect of the diameter-to-thickness ratio on the linear critical buckling strength. Figure 3The critical buckling strength changes with penetration depth when the diameter-to-thickness ratio is R / t=340, R / t=425, and R / t=566 and the soil modulus is E=30MPa. It can be seen that different diameter-to-thickness ratios have a significant effect on the critical buckling strength of the cylinder wall. The larger the diameter-to-thickness ratio, the smaller the corresponding critical buckling pressure. As the penetration depth ratio increases, the growth rate of the critical buckling stress increases. When the penetration depth ratio reaches 0.6 (penetration depth is 9m), the trend of the curve slope increasing is very obvious. When the penetration depth ratio is 0.9 (penetration depth is 13.5m), the software can no longer calculate the buckling characteristic value of the suction cylinder. This is because the length of the cylinder wall facing the air is very small at this time, and it is difficult to buckle. At the same time, it can be seen that with the increase of the diameter-to-thickness ratio, the critical buckling pressure gradually decreases with the increase of the penetration depth.

[0060] Figure 4a-5b The first three-order buckling mode forms of two typical diameter-to-thickness ratios and the deformation cloud diagrams of the tube and the soil around the tube are given when the soil modulus is 30MPa and the penetration depth ratio is 0.5 (penetration depth is 7.5m).

[0061] like Figure 4a-4b As shown in the figure, the first three order buckling modes of thin-walled cylinders with different diameter-to-thickness ratios under the action of axial force and hoop force are similar, and they are all axisymmetric corrugated. The diameter-to-thickness ratio has little effect on the buckling mode of thin-walled cylinders, but it has an effect on the size of the bend and the number of corrugations. When the diameter-to-thickness ratio R / t=425, the number of curved corrugations generated by the thin-walled cylinder under the action of axial force and hoop force is 28, and the maximum deformation of the steel cylinder wall occurs at the crest and trough, with the maximum absolute value of the deformation being 1.356m; when the diameter-to-thickness ratio R / t=340, the number of curved corrugations generated is 24, and the maximum absolute value of the deformation of the steel cylinder wall is 1.001m. Therefore, the deformation of the steel cylinder wall with a large diameter-to-thickness ratio is greater than that of the steel cylinder wall with a small diameter-to-thickness ratio, and the number of buckling corrugations is more. The smaller the diameter-to-thickness ratio, the stronger the constraint effect on the cylinder. As Figure 5a-5b As shown in the figure, the deformation size and range of the soil around the cylinder under the two diameter-to-thickness ratios are small, and the deformation of the cylinder wall part that penetrates into the soil is negligible compared to that outside the soil. It can be determined that the assumption in the current specifications that the cylinder end is regarded as hinged is not applicable to the suction cylinder. The influence of soil on the buckling of the cylinder wall will be analyzed in the next section.

[0062] During the penetration process, the part of the cylinder wall buried in the soil is constrained by the soil, which constrains the rotation of the cylinder wall to a certain extent. The top of the cylinder is a cylinder cover with stiffening ribs, which has greater strength. In this invention, the cylinder cover is simplified as a rigid body, and the cylinder wall and the cylinder cover are consolidated. In order to better study the influence of boundary conditions on the buckling strength of the cylinder wall, five groups of working conditions with different soil moduli are set, and the soil moduli are E=10MPa, E=20MPa, E=30MPa, E=50MPa, and E=80MPa.

[0063] At the same time, the calculation formula of the critical buckling pressure under the conditions of single axial pressure and single lateral pressure shows that under the same diameter-to-thickness ratio and height-to-width ratio, the critical buckling stress of pure lateral pressure is nearly two orders of magnitude smaller than that of pure axial pressure. It can be found that under the same conditions, the barrel wall buckling is more sensitive to lateral pressure. Therefore, the calculation results of the critical buckling pressure of lateral pressure in the code are compared with the results of the combined action of axial pressure and lateral pressure in the numerical simulation. Figure 6a and Figure 6b The numerical simulation results of the buckling pressure changing with penetration depth under two different diameter-to-thickness ratios, E=10MPa, 30MPa, and 80MPa, and the calculation results of the standards ASME VIII-1, DNV-RP-C202 and EC3 are given.

[0064] Since the numerical simulation obtains a linear solution without considering the influence of the initial disturbance, the results are too large and not conservative. The numerical simulation results are all greater than the standard calculation results. The smaller the elastic modulus of the soil, the closer the calculation results are to the standard solution. The calculation results when the elastic modulus of the soil is 10MPa are already close to ASME VIII-1 and EC3. This is because the soil flexibility of 10MPa is large, which is close to the hinge boundary conditions assumed in the standard. In comparison, the critical buckling stress value when the diameter-to-thickness ratio R / t=340 is more sensitive to the change of soil modulus than when R / t=425. There is a certain gap between the critical buckling pressure results under different soil moduli. The critical buckling pressure is the largest when E=80MPa and the smallest when E=10MPa. The critical buckling pressure increases with the increase of soil modulus. This is because the larger the soil modulus, the stronger the constraint on the cylinder wall. The influence of the real boundary conditions of the soil cannot be ignored.

[0065] Elastic buckling of a cylindrical shell under static pressure E The calculation method is as follows:

[0066]

[0067] Where C is the buckling reduction coefficient, E is the elastic modulus of the shell, μ is the Poisson's ratio of the shell, t is the shell wall thickness, and l is the length of the cylinder.

[0068] The buckling reduction coefficient expression is:

[0069]

[0070] Under the action of static pressure, the values ​​of the reduction-related parameters ψ, ζ, and ρ are 2, 0.6.

[0071]

[0072] Where l is the length of the cylinder, R is the radius of the shell wall, t is the shell wall thickness, and μ is the Poisson's ratio of the shell.

[0073] The critical buckling pressure calculation formula is used to fit the numerical simulation results, and the parameters used in this simulation are substituted into the elastic buckling strength calculation formula to obtain:

[0074]

[0075] The premise of this formula is to assume that the cylinder boundary is hinged. Now consider the influence of the actual soil boundary conditions. According to the buckling principle, the influence of the boundary conditions is mainly the change in the calculated length. Therefore, replace l in the original formula with the calculated length al, and the coefficient a is the correction coefficient affected by the soil boundary. and As the independent variable, the critical buckling pressure p is used as the dependent variable to fit the simulation data, and the value of the correction coefficient a is shown in Table 3 below:

[0076] Table 3 Calculation length correction factor a for different soil moduli

[0077]

[0078] The fitting results under the five soil moduli are all good. Further, assuming that there is a linear relationship between the soil modulus E and the correction coefficient a, the relationship diagram is shown in Figure 7 , the calculation formula of the correction coefficient a is obtained by fitting:

[0079] a=0.587-5.61×10 -4 ×E

[0080] The fitting results are good, R 2 (COD) is 0.89475. Then the critical pressure calculation formula considering the actual boundary of the soil is obtained:

[0081]

[0082] It is convenient to introduce the first-order eigenvalue buckling mode defect into the cylinder wall. After obtaining the first-order buckling mode through eigenvalue buckling analysis, the first-order eigenvalue buckling mode defect can be introduced into the perfect cylinder wall, and the defect amplitude can be specified.

[0083] By numerically simulating the working condition of elastic modulus E=30MPa close to the actual soil, the critical buckling stress envelope with penetration depth as variable when diameter-to-thickness ratio R / t=425 was obtained. At the same time, the penetration process of the suction cylinder was simulated to obtain the penetration resistance envelope.

[0084] Then, according to the recommended method for calculating penetration resistance in the DNV specification, the theoretical solution of penetration resistance is obtained.

[0085] The caisson installation resistance R is expressed as the internal friction F i , external friction F o and end resistance Q tipThe sum of these resistances and the cone resistance q c related:

[0086] R=F i +F o +Q tip

[0087] in:

[0088]

[0089] Q tip =A tip k p q c (L)

[0090] Where D i and D o are the inner and outer diameters of the suction cylinder, A tip = end area, k f = friction coefficient, k p = end load factor; L = penetration depth. k f The recommended range for k is 0.001 (most likely value) to 0.003 (highest expected value); p It is 0.3 (most likely value) to 0.6 (highest expected value).

[0091] k p The value should be adjusted according to the sand density, with higher values ​​being suitable for loose sands and lower values ​​for very dense sands. f The value of and the ratio of the inner diameter to the outer diameter D i / D o related:

[0092]

[0093] In the above formula, the parameter C is recommended to be 0.012.

[0094] Cone end resistance q c Referring to the results of the penetration test done by a senior in the same laboratory, we took 7MPa and obtained the envelope of the upper and lower limits of the suction required for penetration. We compared the theoretical solution envelope of the penetration resistance, the numerical simulation solution envelope and the critical buckling suction envelope (such as Figure 8 The penetration depth where buckling failure is most likely to occur during the penetration process is evaluated, providing a safety reference for the cylinder foundation during the sinking process.

[0095] Figure 8 The relationship diagram of the critical buckling suction envelope calculated by different methods when the elastic modulus of the soil is E = 30MPa and the diameter-to-thickness ratio of the cylinder wall is R / t = 425 is given. Figure 8It can be found that the development trend of the penetration resistance envelope obtained by numerical analysis is almost linear, the slope of the curve does not change much, and the slope can be regarded as a constant, which is consistent with the results of the DNV method. The slope of the critical buckling suction envelope is small in the initial penetration stage. At this time, the growth rate of the critical buckling stress is less than the growth rate of the penetration resistance, and the buckling safety degree continues to decrease; with the increase of the sinking depth, the growth rate of the critical buckling suction value also increases. When the penetration depth ratio is 0.4, the slope of the envelope is approximately equal to the lower limit of the penetration resistance. When the penetration depth ratio is about 0.6, the slope of the envelope is close to the simulation value of the penetration resistance. After the penetration depth ratio exceeds 0.6, the growth rate of the critical buckling suction significantly exceeds the growth rate of the penetration resistance, and the buckling safety begins to increase. It can be seen that during the period of penetration depth ratio of 0.4-0.6, the risk of buckling failure of the suction tube is relatively high, which needs to be considered in the design process.

[0096] The present invention also provides a simulation calculation system for the critical suction load of the suction tube buckling, comprising the following modules:

[0097] A numerical geometry model building module is used to build a numerical geometry model of the suction cylinder;

[0098] Mesh building and buckling analysis module: The mesh building and buckling analysis module is used to build the numerical geometric model of the suction tube and the boundary constraints of the surrounding soil to form a mesh, and perform buckling analysis;

[0099] Model verification module: The model verification module is used to verify the suction cylinder model and analyze the results;

[0100] The calculation and evaluation module is used to select multiple sets of diameter-to-thickness ratio data of the cylinder wall to calculate the linear critical buckling strength; select multiple sets of soil elastic modulus to calculate the critical buckling pressure under the conditions of single axial pressure and single lateral pressure; select the critical buckling stress envelope with elastic modulus and diameter-to-thickness ratio and penetration depth as variables, and simulate the suction cylinder penetration process to obtain the penetration resistance envelope; compare the penetration resistance theoretical solution envelope, the numerical simulation solution envelope and the critical buckling suction envelope, so as to evaluate the penetration depth where buckling failure occurs.

[0101] The present invention also provides an electronic device, comprising a processor and a memory for storing processor executable instructions, wherein the processor is configured to execute the executable instructions to implement the above-mentioned simulation calculation method steps of the critical suction load of the suction tube buckling.

[0102] The present invention also provides a non-volatile storage medium, in which an executable program is stored. When the executable program is executed by a processor, the steps of the simulation calculation method for the critical suction load of the suction tube buckling are implemented as described above.

[0103] The above-mentioned specific implementation methods are used to explain the present invention and are only preferred embodiments of the present invention, rather than limiting the present invention. Any modifications, equivalent substitutions, improvements, etc. made to the present invention within the spirit of the present invention and the protection scope of the claims shall fall within the protection scope of the present invention.

Claims

1. A simulation calculation method for the critical suction load of a suction tube buckling, characterized in that: The steps include: S1: Establish the numerical geometric model of the suction cylinder; S2: Establish the numerical geometric model of the suction cylinder and the boundary constraints of the surrounding soil to form a mesh, and perform buckling analysis; S3: verifying the suction cylinder model established in step S2 and analyzing the results; S4: Select multiple sets of diameter-to-thickness ratio data of the cylinder wall to calculate the linear critical buckling strength; Select multiple groups of soil elastic moduli to calculate the critical buckling pressure under the conditions of single axial pressure and single lateral pressure; The critical buckling stress envelope with elastic modulus and diameter-to-thickness ratio as variables and penetration depth was selected, and the penetration process of the suction cylinder was simulated to obtain the penetration resistance envelope. The penetration resistance theoretical solution envelope, numerical simulation solution envelope and critical buckling suction envelope are compared to evaluate the penetration depth where buckling failure occurs.

2. The simulation calculation method of the critical suction load of the suction tube buckling according to claim 1 is characterized in that: In step S1, the numerical geometric model of the suction cylinder includes the following values: elastic modulus of the pile, weight of the pile, Poisson's ratio of the pile, saturated weight of the soil, and natural weight of the soil.

3. The simulation calculation method of the critical suction load of the suction tube buckling according to claim 1 is characterized in that: The model data include the diameter-to-thickness ratio of the cylinder wall, the elastic modulus of the soil, and the penetration depth ratio during the model penetration process.

4. A simulation calculation system for the critical suction load of a suction tube buckling, characterized in that: The simulation computing system includes the following modules: A numerical geometry model building module, wherein the numerical geometry model building module is used to build a numerical geometry model of the suction cylinder; A mesh building and buckling analysis module, which is used to build a numerical geometric model of the suction cylinder and the boundary constraints of the surrounding soil to form a mesh, and perform buckling analysis; A model verification module, wherein the model verification module is used to verify the suction cylinder model and analyze the results; A calculation and evaluation module, wherein the calculation and evaluation module is used to select multiple sets of diameter-to-thickness ratio data of the cylinder wall and calculate the linear critical buckling strength; Select multiple groups of soil elastic moduli to calculate the critical buckling pressure under the conditions of single axial pressure and single lateral pressure; The critical buckling stress envelope with elastic modulus and diameter-to-thickness ratio and penetration depth as variables is selected, and the penetration process of the suction cylinder is simulated to obtain the penetration resistance envelope. The penetration resistance theoretical solution envelope, the numerical simulation solution envelope and the critical buckling suction envelope are compared to evaluate the penetration depth where buckling failure occurs.

5. An electronic device, comprising a memory and a processor, characterized in that: An executable program is stored in the memory, and the processor is configured to run the executable program to execute the steps of the method for simulating and calculating the critical suction load of the suction tube buckling according to any one of claims 1 to 3.

6. A non-volatile storage medium, characterized in that: The non-volatile storage medium stores an executable program, and when the executable program is executed by the processor, the steps of the simulation calculation method for the critical suction load of the suction tube buckling are implemented as claimed in any one of claims 1 to 3.

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