Security assessment method and system for plate-type tower footing

Abstract

The invention discloses a safety assessment method and system for a plate-type tower footing, and relates to the technical field of tower footing structural design, design parameters of a to-be-assessed plate-type tower footing are obtained, a tower footing finite element model corresponding to the to-be-assessed plate-type tower footing is constructed according to the design parameters, static force detection is carried out on the tower footing finite element model according to a preset maximum safety load, and the safety of the to-be-assessed plate-type tower footing is evaluated. And obtaining static data of each connection node in the tower footing finite element model, carrying out structural safety analysis on each static data to obtain corresponding structural safety data, and carrying out safety evaluation on the structural safety data to obtain a safety evaluation result corresponding to the to-be-evaluated plate type tower footing. The technical problems that in the prior art, safety evaluation is conducted on the plate-type tower footing mainly through an empirical formula, but mutual influences of connecting nodes and the overall structure are prone to being neglected, consideration on nonlinear behaviors of materials is lacked, and the accuracy of safety evaluation of the plate-type tower footing is reduced are solved.

Description

Technical Field

[0001] The present invention relates to the technical field of tower foundation structure design, and in particular to a safety assessment method and system for a plate-type tower foundation. Background Art

[0002] Plate tower foundations are critical load-bearing structures supporting high-voltage electrical equipment, such as large capacitor towers, filter banks, reactor towers, lightning arrester supports, and GIS equipment supports. Their safety performance is directly related to the stable operation of the power grid. Therefore, conducting a scientific and accurate safety assessment of plate tower foundations is crucial.

[0003] At present, the existing technology mainly uses empirical formulas to conduct safety assessments on plate tower foundations, but it tends to ignore the mutual influence of connection nodes and the overall structure, lacks consideration of the nonlinear behavior of materials, and reduces the accuracy of the safety assessment of plate tower foundations. Summary of the Invention

[0004] The present invention provides a safety assessment method and system for a plate-type tower foundation, which solves the technical problem that the existing technology mainly uses empirical formulas to perform safety assessment on a plate-type tower foundation, but easily ignores the mutual influence between the connection nodes and the overall structure, lacks consideration of the nonlinear behavior of the material, and reduces the accuracy of the safety assessment of the plate-type tower foundation.

[0005] A first aspect of the present invention provides a safety assessment method for a plate-type tower foundation, comprising:

[0006] Obtaining design parameters of the plate-type tower foundation to be evaluated, and constructing a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters;

[0007] Performing static testing on the tower base finite element model according to a preset maximum safety load to obtain static data of each connection node in the tower base finite element model;

[0008] Performing structural safety analysis on each of the static data to obtain corresponding structural safety data;

[0009] A safety assessment is performed on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0010] Optionally, the step of obtaining design parameters of the plate-type tower foundation to be evaluated and constructing a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters includes:

[0011] Obtaining design parameters of the plate-type tower foundation to be evaluated, wherein the design parameters include geometric shape, boundary conditions, foundation conditions, and material parameters;

[0012] Based on the geometric shape and the material parameters, a preset finite element analysis tool is called to construct an initial finite element model of the plate-type tower foundation to be evaluated;

[0013] The model parameters of the initial finite element model are adjusted according to the boundary conditions and the foundation conditions to obtain a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated.

[0014] Optionally, the static data includes displacement data and stress data, and the step of performing structural safety analysis on each of the static data to obtain corresponding structural safety data includes:

[0015] Performing deflection analysis on each displacement data to obtain a corresponding maximum deflection value;

[0016] Performing stress non-uniformity analysis on each of the stress data to obtain a corresponding stress non-uniformity coefficient;

[0017] Inputting each of the stress data into a preset anti-slip stability safety function to obtain a corresponding anti-slip stability safety factor;

[0018] The anti-sliding stability safety factor is ratio-processed with the stress unevenness coefficient to obtain a corresponding safety margin index, and the safety margin index, the maximum deflection value, the stress unevenness coefficient and the anti-sliding stability safety factor are used as structural safety data.

[0019] Optionally, the displacement data includes displacement along the tower, displacement in the transverse direction of the tower, and displacement in the vertical direction of the tower, and the step of performing deflection analysis on each displacement data to obtain a corresponding maximum deflection value includes:

[0020] Adding up each of the longitudinal tower displacements, each of the transverse tower displacements, and each of the vertical tower displacements to obtain a corresponding first sum value;

[0021] Performing a ratio processing on the first sum value and a preset number of regions to obtain a corresponding first ratio;

[0022] The first ratio is processed with a preset span constant to obtain a corresponding maximum deflection value.

[0023] Optionally, the stress data includes a first principal stress and a third principal stress, and the step of performing stress non-uniformity analysis on each of the stress data to obtain a corresponding stress non-uniformity coefficient includes:

[0024] respectively summing each of the first principal stresses and the associated third principal stresses to obtain a plurality of maximum principal stresses;

[0025] performing difference processing on each of the first principal stresses and the associated third principal stresses to obtain multiple minimum principal stresses;

[0026] respectively summing up the respective maximum principal stresses to obtain corresponding second sum values;

[0027] Each of the minimum principal stresses is summed up to obtain a corresponding third sum value;

[0028] The second sum value is ratioed to the third sum value to obtain a corresponding stress non-uniformity coefficient.

[0029] Optionally, the step of performing a safety assessment on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be assessed includes:

[0030] When the maximum deflection value is greater than the preset allowable deflection value, the tower foundation structure is abnormally determined as a safety assessment result corresponding to the plate-type tower foundation to be assessed;

[0031] When the maximum deflection value is less than or equal to the allowable deflection value, determining whether the stress unevenness coefficient is greater than a preset stress safety value;

[0032] When the stress unevenness coefficient is greater than the stress safety value, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined;

[0033] When the stress unevenness coefficient is less than or equal to the stress safety value, determining whether the anti-slip stability safety factor is less than a preset anti-slip stability safety value;

[0034] When the anti-sliding stability safety factor is less than the anti-sliding stability safety value, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined;

[0035] When the anti-slip stability safety factor is greater than or equal to the anti-slip stability safety value, determining whether the safety margin index is less than a preset safety margin threshold;

[0036] When the safety margin index is less than the safety margin threshold, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined;

[0037] When the safety margin index is greater than or equal to the safety margin threshold, the tower foundation as a whole is considered normal to determine the safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0038] A second aspect of the present invention provides a safety assessment system for a plate-type tower foundation, comprising:

[0039] A construction module is used to obtain design parameters of the plate-type tower foundation to be evaluated, and to construct a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters;

[0040] a detection module, configured to perform a static test on the tower base finite element model according to a preset maximum safety load, and obtain static data of each connection node in the tower base finite element model;

[0041] An analysis module, configured to perform structural safety analysis on each of the static data to obtain corresponding structural safety data;

[0042] An evaluation module is used to perform a safety evaluation on the structural safety data to obtain a safety evaluation result corresponding to the plate-type tower foundation to be evaluated.

[0043] A third aspect of the present invention provides an electronic device comprising a memory and a processor, wherein the memory stores a computer program, and when the computer program is executed by the processor, the processor executes the steps of the safety assessment method for a plate-type tower foundation as described in any one of the above items.

[0044] A fourth aspect of the present invention provides a computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed, implements the safety assessment method for a plate-type tower foundation as described in any one of the above items.

[0045] A fifth aspect of the present invention provides a computer program product, which includes a computer program stored on a non-transitory computer-readable storage medium, and the computer program includes program instructions, wherein when the program instructions are executed by a computer, the computer executes the safety assessment method for the plate tower foundation as described in any one of the above items.

[0046] It can be seen from the above technical solutions that the present invention has the following advantages:

[0047] The present invention obtains design parameters of a plate-type tower foundation to be evaluated, constructs a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated based on the design parameters, performs static testing on the tower foundation finite element model according to a preset maximum safety load, obtains static data for each connection node in the tower foundation finite element model, performs structural safety analysis on each static data to obtain corresponding structural safety data, performs safety assessment on the structural safety data, and obtains a safety assessment result corresponding to the plate-type tower foundation to be evaluated. This overcomes the technical problem that the prior art mainly uses empirical formulas to perform safety assessments on plate-type tower foundations, but tends to ignore the mutual influence of connection nodes and the overall structure, lacks consideration of material nonlinear behavior, and reduces the accuracy of plate-type tower foundation safety assessments. Compared with traditional tower foundation safety assessment methods, the present invention performs static testing on the tower foundation finite element model according to a preset maximum safety load to obtain static data for each connection node in the tower foundation finite element model, and then performs a safety assessment on the plate-type tower foundation to be evaluated based on the static data of each connection node. This comprehensively considers the mutual influence of connection nodes and the overall structure, making the assessment result more scientific and improving the accuracy of plate-type tower foundation safety assessments. BRIEF DESCRIPTION OF THE DRAWINGS

[0048] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0049] Figure 1 A flow chart showing the steps of a safety assessment method for a plate-type tower foundation provided in the first embodiment of the present invention;

[0050] Figure 2 A flow chart showing the steps of a safety assessment method for a plate-type tower foundation provided in the second embodiment of the present invention;

[0051] Figure 3 A graph showing a change in the stress non-uniformity coefficient of the plate-type tower foundation according to the second embodiment of the present invention as a function of the sum of the minimum principal stresses in each region;

[0052] Figure 4 A graph showing a change in the stress non-uniformity coefficient of a plate-type tower foundation versus the sum of the maximum principal stresses in each region provided in the second embodiment of the present invention;

[0053] Figure 5 A curve diagram showing the variation of the plate-type tower foundation safety margin index with the stress uniformity coefficient provided in the second embodiment of the present invention;

[0054] Figure 6A curve diagram showing the variation of the plate-type tower foundation safety margin index with the anti-sliding stability safety factor provided in the second embodiment of the present invention;

[0055] Figure 7 This is a structural block diagram of a safety assessment system for a plate-type tower foundation provided in the third embodiment of the present invention;

[0056] Figure 8 This is a structural block diagram of a computer device provided in Example 4 of the present invention. DETAILED DESCRIPTION

[0057] An embodiment of the present invention provides a safety assessment method and system for a plate tower foundation, which is used to solve the technical problem that the existing technology mainly uses empirical formulas to perform safety assessment on plate tower foundations, but tends to ignore the mutual influence between connection nodes and the overall structure, lacks consideration of the nonlinear behavior of materials, and reduces the accuracy of the safety assessment of the plate tower foundation.

[0058] In order to make the purpose, features, and advantages of the present invention more obvious and easy to understand, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the embodiments described below 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 making creative work are within the scope of protection of the present invention.

[0059] See also Figure 1 , Figure 1 This is a flow chart of the steps of a safety assessment method for a plate-type tower foundation provided in Example 1 of the present invention.

[0060] The present invention provides a safety assessment method for a plate-type tower foundation, comprising:

[0061] Step 101: Obtain design parameters of the plate-type tower foundation to be evaluated, and construct a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters.

[0062] Design parameters refer to the geometric shape, boundary conditions, foundation conditions and material parameters of the plate tower foundation to be evaluated.

[0063] In an embodiment of the present invention, the geometric shape, boundary conditions, foundation conditions and material parameters of the plate-type tower foundation to be evaluated are obtained, a preset finite element analysis tool is called, and a tower foundation finite element model is constructed based on the geometric shape, boundary conditions, foundation conditions and material parameters.

[0064] Step 102: Perform static testing on the tower base finite element model according to a preset maximum safe load to obtain static data of each connection node in the tower base finite element model.

[0065] Static data refers to the displacement and stress data of connected nodes. Displacement data includes longitudinal, transverse, and vertical displacements. Stress data includes vertical stress, first principal stress, and third principal stress.

[0066] In an embodiment of the present invention, the tower base finite element model is divided into multiple areas, and a preset maximum safety load is applied to the tower base finite element model to obtain the longitudinal displacement, transverse displacement, vertical displacement, vertical stress, first principal stress and third principal stress of each connection node in each area at the current moment.

[0067] Step 103: Perform structural safety analysis on each static data to obtain corresponding structural safety data.

[0068] Structural safety data refers to the safety margin index, maximum deflection value, stress unevenness coefficient and anti-sliding stability safety factor of the plate tower base to be evaluated.

[0069] In an embodiment of the present invention, each displacement data is input into a preset deflection function to obtain a corresponding maximum deflection value. Each stress data is input into a preset stress unevenness function to obtain a corresponding stress unevenness coefficient. Each stress data is input into a preset anti-slip stability safety function to obtain a corresponding anti-slip stability safety factor. The anti-slip stability safety factor is then compared with the stress unevenness coefficient to obtain a corresponding safety margin index. The safety margin index, maximum deflection value, stress unevenness coefficient, and anti-slip stability safety factor are then used as structural safety data.

[0070] It should be noted that the deflection function is specifically:

[0071] ;

[0072] in, is the total displacement along the tower of the ith region, is the total transverse tower displacement of the ith region, is the total vertical tower displacement of the ith region, is the maximum deflection value, is the total number of regions, is the span constant, is the displacement of the jth connection node in the i-th region along the tower direction, is the transverse tower displacement of the jth connection node in the i-th region, is the vertical tower displacement of the jth connection node in the i-th region, M is the total number of connection nodes in the region, i is the index of the region, and j is the index of the connection node.

[0073] It should be noted that the stress non-uniform function is specifically:

[0074] ;

[0075] in, is the stress non-uniformity coefficient, is the maximum principal stress in the ith region, is the minimum principal stress in the ith region, is the first principal stress of the jth connection node in the i-th region, is the third principal stress of the jth connection node in the i-th region.

[0076] It should be noted that the anti-slip stability safety function is specifically:

[0077] ;

[0078] in, is the anti-slip stability safety factor, is the vertical stress of the jth connection node in the i-th region, The coefficient of friction between the tower base and the foundation is set.

[0079] Step 104: perform a safety assessment on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0080] In an embodiment of the present invention, when the maximum deflection value is greater than the preset allowable deflection value, the safety assessment result corresponding to the plate-type tower foundation to be evaluated is determined to be abnormal in the tower foundation structure. When the maximum deflection value is less than or equal to the allowable deflection value, it is determined whether the stress unevenness coefficient is greater than the preset stress safety value. When the stress unevenness coefficient is greater than the stress safety value, the safety assessment result corresponding to the plate-type tower foundation to be evaluated is determined to be abnormal in the tower foundation structure. When the stress unevenness coefficient is less than or equal to the stress safety value, it is determined whether the anti-slip stability safety factor is less than the preset anti-slip stability safety value. When the anti-slip stability safety factor is less than the anti-slip stability safety value, the safety assessment result corresponding to the plate-type tower foundation to be evaluated is determined to be abnormal in the tower foundation structure. When the anti-slip stability safety factor is greater than or equal to the anti-slip stability safety value, it is determined whether the safety margin index is less than the preset safety margin threshold. When the safety margin index is less than the safety margin threshold, the safety assessment result corresponding to the plate-type tower foundation to be evaluated is determined to be abnormal in the tower foundation structure. When the safety margin index is greater than or equal to the safety margin threshold, the tower foundation as a whole is considered normal to determine the safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0081] In an embodiment of the present invention, design parameters of a plate-type tower foundation to be evaluated are obtained, a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated is constructed based on the design parameters, static testing of the tower foundation finite element model is performed based on a preset maximum safety load, static data for each connection node in the tower foundation finite element model is obtained, structural safety analysis is performed on each static data to obtain corresponding structural safety data, and a safety assessment is performed on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be evaluated. This overcomes the technical problem that the prior art, which primarily uses empirical formulas to perform safety assessments on plate-type tower foundations, tends to ignore the mutual influence of connection nodes and the overall structure, lacks consideration of material nonlinear behavior, and reduces the accuracy of plate-type tower foundation safety assessments. Compared with traditional tower foundation safety assessment methods, the present invention performs static testing of the tower foundation finite element model based on a preset maximum safety load to obtain static data for each connection node in the tower foundation finite element model, and then performs a safety assessment of the plate-type tower foundation to be evaluated based on the static data of each connection node. This comprehensively considers the mutual influence of connection nodes and the overall structure, making the assessment result more scientific and improving the accuracy of plate-type tower foundation safety assessments.

[0082] See also Figure 2 , Figure 2 This is a flow chart of the steps of a safety assessment method for a plate-type tower foundation provided in Example 2 of the present invention.

[0083] The present invention provides a safety assessment method for a plate-type tower foundation, comprising:

[0084] Step 201: Obtain design parameters of the plate-type tower foundation to be evaluated, wherein the design parameters include geometric shape, boundary conditions, foundation conditions, and material parameters.

[0085] The geometric shape refers to the width, length, thickness of the tower base, the height of the tower body, and the center distance.

[0086] Material parameters refer to the density, elastic modulus and Poisson's ratio of concrete in different areas.

[0087] Foundation conditions refer to different soil types and the soil's compressive strength, cohesion, and internal friction angle.

[0088] In an embodiment of the present invention, when a tower foundation safety assessment request is received, design parameters of the plate-type tower foundation to be assessed are obtained, wherein the design parameters include geometric shape, boundary conditions, foundation conditions and material parameters.

[0089] It should be noted that the boundary condition refers to setting the contact surface between the bottom of the tower base and the foundation soil as a fixed boundary to simulate the rigid connection between the structure and the foundation, and setting the contact surface between the tower body and the air as a free boundary.

[0090] Step 202: Based on the geometric shape and material parameters, a preset finite element analysis tool is called to construct an initial finite element model of the plate-type tower foundation to be evaluated.

[0091] Finite element analysis tool refers to ADINA finite element analysis software (i.e. automatic dynamic incremental nonlinear analysis finite element software).

[0092] In an embodiment of the present invention, an initial finite element model of the plate-type tower foundation to be evaluated is established in the ADINA finite element analysis software based on the width, length, thickness, tower height, center distance, density of concrete in different areas, elastic modulus and Poisson's ratio of the plate-type tower foundation to be evaluated.

[0093] Step 203: Adjust the model parameters of the initial finite element model according to the boundary conditions and foundation conditions to obtain a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated.

[0094] In an embodiment of the present invention, model parameters of the initial finite element model are set according to boundary conditions and foundation conditions to obtain a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated.

[0095] Step 204: Perform static testing on the tower base finite element model according to a preset maximum safety load to obtain static data of each connection node in the tower base finite element model.

[0096] In the embodiment of the present invention, a preset maximum safety load is input into the tower foundation finite element model for static testing to obtain static data of each connection node in the tower foundation finite element model.

[0097] Step 205: Perform structural safety analysis on each static data to obtain corresponding structural safety data.

[0098] Furthermore, the static data includes displacement data and stress data, and step 205 includes the following sub-steps:

[0099] S11. Perform deflection analysis on each displacement data to obtain the corresponding maximum deflection value.

[0100] Furthermore, the displacement data includes displacement along the tower, displacement in the transverse direction of the tower, and displacement in the vertical direction of the tower. S11 includes the following sub-steps:

[0101] S111 , summing up each longitudinal displacement, each transverse displacement, and each vertical displacement to obtain a corresponding first sum value.

[0102] Longitudinal displacement refers to the displacement of the tower perpendicular to the foundation (i.e., the movement or deformation of the tower in its longitudinal direction when subjected to load). It can be used to represent the tower's response to wind loads, deadweight loads, and other forces.

[0103] Transverse tower displacement refers to the displacement along the horizontal direction of the tower, that is, perpendicular to the height of the tower. It reflects the lateral movement or deformation of the tower. It can be used to evaluate the tower's response to wind loads, seismic loads, or other lateral forces.

[0104] Vertical tower displacement refers to the displacement along the vertical direction of the tower body, that is, the upward or downward direction, which indicates the vertical displacement or deformation of the tower body when it is subjected to the combined action of its own weight load, wind load and snow load.

[0105] In the embodiment of the present invention, the sum of each longitudinal tower displacement, each transverse tower displacement, and each vertical tower displacement is calculated to obtain a corresponding first sum.

[0106] S112: performing ratio processing on the first sum and the preset number of regions to obtain a corresponding first ratio.

[0107] The number of regions refers to the total number of regions after the tower base finite element model is divided into multiple regions.

[0108] In the embodiment of the present invention, the ratio between the first sum and the preset number of regions is calculated to obtain the corresponding first ratio.

[0109] S113 , performing ratio processing on the first ratio and a preset span constant to obtain a corresponding maximum deflection value.

[0110] The maximum deflection value refers to the maximum deflection value of the bending member of the plate tower base.

[0111] In an embodiment of the present invention, the ratio between the first ratio and a preset span constant is calculated to obtain the corresponding maximum deflection value.

[0112] It should be noted that the deflection is caused by the deformation of the structure under load, and the displacement along the tower, the displacement along the tower and the displacement along the tower reflect the deformation after the force is applied. Therefore, the total deflection of the bending member of the plate tower base can be obtained by adding the displacements in the three directions.

[0113] S12. Perform stress non-uniformity analysis on each stress data to obtain a corresponding stress non-uniformity coefficient.

[0114] Furthermore, the stress data includes the first principal stress and the third principal stress, and S12 includes the following sub-steps:

[0115] S121. Add each first principal stress and the associated third principal stress respectively to obtain multiple maximum principal stresses.

[0116] The first principal stress refers to the relatively maximum normal stress that the material bears on a certain cross section.

[0117] The third principal stress refers to the minimum normal stress that the material bears on a certain cross section.

[0118] In the embodiment of the present invention, the sum of each first principal stress and the associated third principal stress is calculated respectively to obtain a plurality of maximum principal stresses.

[0119] S122. Perform difference processing on each first principal stress and the associated third principal stress respectively to obtain multiple minimum principal stresses.

[0120] In an embodiment of the present invention, the difference between each first principal stress and the associated third principal stress is calculated respectively to obtain a plurality of minimum principal stresses.

[0121] S123. Sum each maximum principal stress separately to obtain a corresponding second sum value.

[0122] In the embodiment of the present invention, the sum of the maximum principal stresses is calculated respectively to obtain the corresponding second sum.

[0123] S124. Sum each minimum principal stress separately to obtain a corresponding third sum value.

[0124] In the embodiment of the present invention, the sum values ​​of the minimum principal stresses are calculated respectively to obtain the corresponding third sum values.

[0125] S125. Ratio processing is performed on the second sum value and the third sum value to obtain a corresponding stress non-uniformity coefficient.

[0126] In the embodiment of the present invention, the ratio between the second sum value and the third sum value is calculated to obtain the corresponding stress non-uniformity coefficient.

[0127] It should be noted that the stress non-uniformity coefficient helps to identify potential stress concentration areas and avoid structural damage or failure caused by uneven stress distribution.

[0128] It is worth mentioning that, as shown in Table 1, in the stress unevenness coefficient calculation experiment, 20 sets of data on the sum of the maximum principal stress and the sum of the minimum principal stress in each area of ​​the plate tower base under different materials were selected, and 20 sets of stress unevenness coefficients were calculated. Experimental calculation of the stress unevenness coefficient can help identify stress concentration areas and avoid structural damage or failure caused by excessive local stress. By continuously monitoring and evaluating the stress unevenness coefficient, the durability of the structure can be predicted and improved, ensuring the safety of the plate tower base throughout its life cycle.

[0129] Table 1

[0130]

[0131] It should be noted that, see Figure 3 As shown in the figure, as the sum of the minimum principal stresses in each region (i.e., the third sum) increases, the stress nonuniformity coefficient shows a downward trend. This indicates that when the minimum principal stress increases, the overall stress distribution tends to be uniform, thereby improving the safety of the plate tower foundation structure.

[0132] It should be noted that, see Figure 4 As shown in the figure, as the sum of the maximum principal stresses in each area (i.e., the second sum) increases, the stress non-uniformity coefficient gradually increases, which indicates that when the maximum principal stress increases, the stress of the structure will become more non-uniform, thereby affecting its safety. It shows that when the principal stress increases, some areas of the structure will be subjected to higher stress, thereby increasing the potential structural risk.

[0133] S13. Input each stress data into a preset anti-slip stability safety function to obtain a corresponding anti-slip stability safety factor.

[0134] In the embodiment of the present invention, the anti-slip stability analysis of each stress data is performed using a preset anti-slip stability safety function to obtain a corresponding anti-slip stability safety factor.

[0135] It should be noted that the anti-slip stability safety factor can comprehensively reflect the anti-slip stability ability of the tower base under external loads, and can effectively determine whether the tower base has sufficient anti-slip ability, prevent structural instability or damage caused by slippage, ensure that safety requirements are met, and help improve the overall reliability of the structure and ensure the long-term safe operation of the project. This is especially important under natural disaster conditions such as extreme weather or earthquakes.

[0136] S14. Ratio processing is performed on the anti-sliding stability safety factor and the stress unevenness coefficient to obtain the corresponding safety margin index, and the safety margin index, the maximum deflection value, the stress unevenness coefficient and the anti-sliding stability safety factor are used as structural safety data.

[0137] The safety margin index refers to the overall safety performance of the tower base when bearing loads.

[0138] In an embodiment of the present invention, the ratio between the anti-sliding stability safety factor and the stress unevenness coefficient is calculated to obtain the corresponding safety margin index, and the safety margin index, the maximum deflection value, the stress unevenness coefficient and the anti-sliding stability safety factor are used as structural safety data.

[0139] It is worth mentioning that, see Table 2, Figure 5-Figure 6As shown in the figure, as the stress unevenness coefficient decreases and the anti-sliding stability safety factor increases, the safety margin index gradually increases. This shows that reducing the stress unevenness coefficient and increasing the anti-sliding stability safety factor can effectively enhance the safety margin of the tower foundation. As the safety margin index increases, the potential risk of instability also decreases. Therefore, rationally controlling stress distribution and enhancing anti-sliding stability are key measures to improve structural reliability.

[0140] Table 2

[0141]

[0142] It should be noted that the safety margin index is a key indicator for evaluating the safety of a structure under various loads. A higher value indicates that the structure can withstand greater loads without becoming unstable or damaged. The stress non-uniformity coefficient is used to measure whether the stress distribution in various areas of the structure is uniform. A smaller value indicates a more uniform stress distribution, while a higher value indicates a more severe stress concentration. Figure 5 It can be seen that as the stress unevenness coefficient increases, the safety margin index shows a downward trend. This indicates that when the stress distribution is uneven, the safety margin of the structure decreases and the potential risk increases.

[0143] It should be noted that the anti-sliding stability safety factor indicates the ability of the structure to resist sliding failure. The larger the coefficient, the more stable the structure is and the greater the external force it can withstand without sliding. Figure 6 It can be seen that as the anti-slip stability safety factor increases, the safety margin index shows an upward trend. This shows that when the anti-slip stability is enhanced, the safety margin of the structure is also increased accordingly, showing better safety.

[0144] Step 206: Perform a safety assessment on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0145] Furthermore, step 206 includes the following sub-steps:

[0146] S21. When the maximum deflection value is greater than the preset allowable deflection value, the tower foundation structure is abnormally determined as a safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0147] The allowable deflection value refers to the maximum vertical displacement limit allowed for a structural bending member under load, as specified in engineering design specifications or standards.

[0148] In an embodiment of the present invention, when the maximum deflection value is greater than the preset allowable deflection value, it means that the bending member of the plate-type tower foundation to be evaluated does not meet the safety requirements, and the tower foundation structure abnormality is determined as the safety assessment result corresponding to the plate-type tower foundation to be evaluated.

[0149] It should be noted that excessively large maximum deflection values ​​may lead to structural instability, equipment failure, or line safety hazards. Therefore, by comparing with the preset allowable deflection value, it is possible to effectively evaluate whether the performance of the tower base under various loads meets safety requirements. This process not only ensures the reliability and stability of the structure in actual operation, but also provides an important basis for subsequent design optimization and construction, thereby effectively reducing potential risks and protecting the safety of equipment and personnel.

[0150] S22. When the maximum deflection value is less than or equal to the allowable deflection value, determine whether the stress unevenness coefficient is greater than a preset stress safety value.

[0151] The stress safety value refers to the pre-set allowable stress unevenness coefficient threshold based on engineering specifications or structural design requirements, which is used to determine whether the stress distribution of the plate tower foundation meets safety requirements.

[0152] In an embodiment of the present invention, when the maximum deflection value is less than or equal to the allowable deflection value, it indicates that the bending member of the plate-type tower foundation to be evaluated meets the safety requirements, and it is determined whether the stress unevenness coefficient is greater than the preset stress safety value.

[0153] S23. When the stress unevenness coefficient is greater than the stress safety value, the tower base structure is abnormal and the safety assessment result corresponding to the plate-type tower base to be assessed is determined.

[0154] In an embodiment of the present invention, when the stress unevenness coefficient is greater than the stress safety value, it means that the basic structure of the plate tower foundation to be evaluated does not meet the safety requirements, and the tower foundation structure abnormality is determined as the safety assessment result corresponding to the plate tower foundation to be evaluated.

[0155] S24. When the stress unevenness coefficient is less than or equal to the stress safety value, determine whether the anti-slip stability safety factor is less than a preset anti-slip stability safety value.

[0156] The anti-sliding stability safety value refers to the minimum safety factor threshold value pre-set according to engineering specifications or design requirements, which is used to evaluate the plate tower foundation's resistance to sliding instability.

[0157] In an embodiment of the present invention, when the stress unevenness coefficient is less than or equal to the stress safety value, it indicates that the foundation structure of the plate-type tower foundation to be evaluated meets the safety requirements, and it is determined whether the anti-sliding stability safety factor is less than the preset anti-sliding stability safety value.

[0158] S25. When the anti-sliding stability safety factor is less than the anti-sliding stability safety value, the tower base structure is abnormally determined as the safety assessment result corresponding to the plate-type tower base to be assessed.

[0159] In an embodiment of the present invention, when the anti-slip stability safety factor is less than the anti-slip stability safety value, it means that the anti-slip stability of the plate tower foundation to be evaluated does not meet the safety requirements, and the tower foundation structure abnormality is determined as the safety assessment result corresponding to the plate tower foundation to be evaluated.

[0160] S26. When the anti-slip stability safety factor is greater than or equal to the anti-slip stability safety value, determine whether the safety margin index is less than a preset safety margin threshold.

[0161] The safety margin threshold refers to a pre-set critical indicator value used to comprehensively evaluate the overall safety of the plate tower foundation.

[0162] In an embodiment of the present invention, when the anti-slip stability safety factor is greater than or equal to the anti-slip stability safety value, it means that the anti-slip stability of the plate tower foundation to be evaluated meets the safety requirements, and it is judged whether the safety margin index is less than the preset safety margin threshold.

[0163] S27. When the safety margin index is less than the safety margin threshold, the tower base structure abnormality is determined as the safety assessment result corresponding to the plate-type tower base to be assessed.

[0164] In an embodiment of the present invention, when the safety margin index is less than the safety margin threshold, it indicates that the overall safety of the plate-type tower foundation to be evaluated does not meet the design standards, and the tower foundation structure abnormality is determined as the safety assessment result corresponding to the plate-type tower foundation to be evaluated.

[0165] S28. When the safety margin index is greater than or equal to the safety margin threshold, the tower foundation as a whole is considered normal to determine the safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0166] In an embodiment of the present invention, when the safety margin index is greater than or equal to the safety margin threshold, it indicates that the overall safety of the plate-type tower foundation to be evaluated meets the design standards, and the overall tower foundation is normal to determine the safety assessment result corresponding to the plate-type tower foundation to be evaluated.

[0167] In another embodiment, the maximum deflection value, stress unevenness coefficient, anti-sliding stability safety factor and safety margin index are compared with corresponding standard values ​​to generate a safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0168] In an embodiment of the present invention, design parameters of a plate-type tower foundation to be evaluated are obtained, a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated is constructed based on the design parameters, static testing of the tower foundation finite element model is performed based on a preset maximum safety load, static data for each connection node in the tower foundation finite element model is obtained, structural safety analysis is performed on each static data to obtain corresponding structural safety data, and a safety assessment is performed on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be evaluated. This overcomes the technical problem that the prior art, which primarily uses empirical formulas to perform safety assessments on plate-type tower foundations, tends to ignore the mutual influence of connection nodes and the overall structure, lacks consideration of material nonlinear behavior, and reduces the accuracy of plate-type tower foundation safety assessments. Compared with traditional tower foundation safety assessment methods, the present invention performs static testing of the tower foundation finite element model based on a preset maximum safety load to obtain static data for each connection node in the tower foundation finite element model, and then performs a safety assessment of the plate-type tower foundation to be evaluated based on the static data of each connection node. This comprehensively considers the mutual influence of connection nodes and the overall structure, making the assessment result more scientific and improving the accuracy of plate-type tower foundation safety assessments.

[0169] See also Figure 7 , Figure 7 This is a structural block diagram of a safety assessment system for a plate-type tower foundation provided in Example 3 of the present invention.

[0170] The present invention provides a safety assessment system for a plate-type tower foundation, comprising:

[0171] A construction module 301 is used to obtain design parameters of the plate-type tower foundation to be evaluated, and construct a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters;

[0172] A detection module 302 is used to perform a static test on the tower foundation finite element model according to a preset maximum safe load to obtain static data of each connection node in the tower foundation finite element model;

[0173] Analysis module 303, used to perform structural safety analysis on each static data to obtain corresponding structural safety data;

[0174] The evaluation module 304 is used to perform safety evaluation on the structural safety data and obtain a safety evaluation result corresponding to the plate-type tower foundation to be evaluated.

[0175] Furthermore, the construction module 301 includes:

[0176] The acquisition submodule is used to obtain the design parameters of the plate-type tower foundation to be evaluated, wherein the design parameters include geometric shape, boundary conditions, foundation conditions and material parameters;

[0177] The construction submodule is used to call the preset finite element analysis tool to construct an initial finite element model of the plate-type tower foundation to be evaluated based on the geometric shape and material parameters;

[0178] The adjustment submodule is used to adjust the model parameters of the initial finite element model according to the boundary conditions and foundation conditions to obtain the tower base finite element model corresponding to the plate-type tower base to be evaluated.

[0179] Furthermore, the static data includes displacement data and stress data, and the analysis module 303 includes:

[0180] The deflection analysis submodule is used to perform deflection analysis on each displacement data to obtain the corresponding maximum deflection value;

[0181] The stress analysis submodule is used to perform stress unevenness analysis on each stress data and obtain the corresponding stress unevenness coefficient;

[0182] The anti-slip analysis submodule is used to input various stress data into a preset anti-slip stability safety function to obtain the corresponding anti-slip stability safety factor;

[0183] The safety margin assessment submodule is used to perform ratio processing on the anti-sliding stability safety factor and the stress unevenness coefficient to obtain the corresponding safety margin index, and use the safety margin index, maximum deflection value, stress unevenness coefficient and anti-sliding stability safety factor as structural safety data.

[0184] Furthermore, the displacement data includes longitudinal displacement, transverse displacement and vertical displacement. The deflection analysis submodule includes:

[0185] A first summing unit is used to sum each longitudinal displacement, each transverse displacement and each vertical displacement to obtain a corresponding first sum value;

[0186] a maximum deflection value unit, configured to perform ratio processing on the first sum value and a preset number of regions to obtain a corresponding first ratio;

[0187] The first ratio is processed with a preset span constant to obtain a corresponding maximum deflection value.

[0188] Furthermore, the stress data includes the first principal stress and the third principal stress, and the stress analysis submodule includes:

[0189] A maximum principal stress unit is used to sum each first principal stress with the associated third principal stress to obtain multiple maximum principal stresses;

[0190] A minimum principal stress unit is used to perform difference processing on each first principal stress and the associated third principal stress to obtain multiple minimum principal stresses;

[0191] The stress non-uniformity coefficient unit is used to sum up each maximum principal stress to obtain the corresponding second sum value;

[0192] Each minimum principal stress is summed up to obtain the corresponding third sum value;

[0193] The second sum is ratioed to the third sum to obtain the corresponding stress non-uniformity coefficient.

[0194] Furthermore, the evaluation module 304 includes:

[0195] The first analysis submodule is configured to determine the safety assessment result corresponding to the plate-type tower foundation to be assessed as abnormal in the tower foundation structure when the maximum deflection value is greater than a preset allowable deflection value;

[0196] The second analysis submodule is used to determine whether the stress unevenness coefficient is greater than a preset stress safety value when the maximum deflection value is less than or equal to the allowable deflection value;

[0197] When the stress unevenness coefficient is greater than the stress safety value, the tower foundation structure abnormality is determined as the safety assessment result corresponding to the plate tower foundation to be assessed;

[0198] The third analysis submodule is used to determine whether the anti-slip stability safety factor is less than a preset anti-slip stability safety value when the stress unevenness coefficient is less than or equal to the stress safety value;

[0199] When the anti-sliding stability safety factor is less than the anti-sliding stability safety value, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined;

[0200] a fourth analysis submodule, configured to determine whether the safety margin index is less than a preset safety margin threshold when the anti-slip stability safety factor is greater than or equal to the anti-slip stability safety value;

[0201] When the safety margin index is less than the safety margin threshold, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined;

[0202] When the safety margin index is greater than or equal to the safety margin threshold, the tower foundation as a whole is considered normal to determine the safety assessment result corresponding to the plate-type tower foundation to be assessed.

[0203] See also Figure 8 , Figure 8 This is a structural block diagram of a computer device provided in Example 4 of the present invention.

[0204] An electronic device according to an embodiment of the present invention includes: a memory 401 and a processor 402, wherein the memory 401 stores a computer program; when the computer program is executed by the processor 402, the processor 402 executes the safety assessment method for the plate tower foundation as described in any of the above embodiments.

[0205] Memory 401 may be an electronic memory such as flash memory, EEPROM (Electrically Erasable Programmable Read-Only Memory), EPROM, hard disk, or ROM. Memory 401 has storage space 403 for program code 413 for executing any of the method steps described above. For example, storage space 403 for program code may include individual program codes 413 for implementing various steps in the method described above. These program codes may be read from or written to one or more computer program products. These computer program products include program code carriers such as hard disks, compact disks (CDs), memory cards, or floppy disks. The program codes may be compressed, for example, in a suitable format. When executed by a processing device, these codes cause the processing device to execute the various steps in the method described above. These program codes may be read from or written to one or more computer program products. These computer program products include program code carriers such as hard disks, compact disks (CDs), memory cards, or floppy disks. The program codes may be compressed, for example, in a suitable format. When these codes are executed by a computing and processing device, the computing and processing device is caused to execute the various steps of the above-described safety assessment method for a plate-type tower foundation.

[0206] The fifth embodiment of the present invention further provides a computer-readable storage medium having a computer program stored thereon. When the computer program is executed by a processor, the safety assessment method for the plate-type tower foundation according to any of the above embodiments is implemented.

[0207] Embodiment 6 of the present invention also provides a computer program product, which includes a computer program stored on a non-transitory computer-readable storage medium, and the computer program includes program instructions, wherein when the program instructions are executed by a computer, the computer executes the safety assessment method of the plate tower foundation as in any of the above embodiments.

[0208] Those skilled in the art will clearly understand that, for the convenience and brevity of description, the specific working processes of the systems, devices and units described above can refer to the corresponding processes in the aforementioned method embodiments and will not be repeated here.

[0209] In the several embodiments provided in this application, it should be understood that the disclosed systems, devices and methods can be implemented in other ways. For example, the device embodiments described above are merely schematic. For example, the division of units is only a logical function division. In actual implementation, there may be other division methods, such as multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the mutual coupling or direct coupling or communication connection shown or discussed can be an indirect coupling or communication connection through some interface, device or unit, which can be electrical, mechanical or other forms.

[0210] Units described as separate components may or may not be physically separate, and components shown as units may or may not be physical units, that is, they may be located in one place or distributed across multiple network units. Some or all of these units may be selected to achieve the purpose of this embodiment according to actual needs.

[0211] In addition, the functional units in the various embodiments of the present invention may be integrated into a single processing unit, each unit may exist physically separately, or two or more units may be integrated into a single unit. The aforementioned integrated units may be implemented in the form of hardware or software functional units.

[0212] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, or the portion that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions for causing a computer device (which can be a personal computer, server, or network device, etc.) to execute all or part of the steps of the various embodiments of the method of the present invention. The aforementioned storage medium includes various media that can store program code, such as USB flash drives, mobile hard drives, read-only memories (ROMs), random access memories (RAMs), magnetic disks, or optical disks.

[0213] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit the same. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the various embodiments of the present invention.

Claims

1. A safety assessment method for a plate-type tower foundation, characterized in that: include: Obtaining design parameters of the plate-type tower foundation to be evaluated, and constructing a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters; Performing static testing on the tower base finite element model according to a preset maximum safety load to obtain static data of each connection node in the tower base finite element model; Performing structural safety analysis on each of the static data to obtain corresponding structural safety data; A safety assessment is performed on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be assessed.

2. The safety assessment method for a plate-type tower foundation according to claim 1, characterized in that: The step of obtaining design parameters of the plate-type tower foundation to be evaluated and constructing a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters includes: Obtaining design parameters of the plate-type tower foundation to be evaluated, wherein the design parameters include geometric shape, boundary conditions, foundation conditions, and material parameters; Based on the geometric shape and the material parameters, a preset finite element analysis tool is called to construct an initial finite element model of the plate-type tower foundation to be evaluated; The model parameters of the initial finite element model are adjusted according to the boundary conditions and the foundation conditions to obtain a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated.

3. The safety assessment method for a plate-type tower foundation according to claim 1, wherein: The static data includes displacement data and stress data. The step of performing structural safety analysis on each of the static data to obtain corresponding structural safety data includes: Performing deflection analysis on each displacement data to obtain a corresponding maximum deflection value; Performing stress non-uniformity analysis on each of the stress data to obtain a corresponding stress non-uniformity coefficient; Inputting each of the stress data into a preset anti-slip stability safety function to obtain a corresponding anti-slip stability safety factor; The anti-sliding stability safety factor is ratio-processed with the stress unevenness coefficient to obtain a corresponding safety margin index, and the safety margin index, the maximum deflection value, the stress unevenness coefficient and the anti-sliding stability safety factor are used as structural safety data.

4. The safety assessment method for a plate-type tower foundation according to claim 3, wherein: The displacement data includes displacement along the tower, displacement in the transverse direction of the tower, and displacement in the vertical direction of the tower. The step of performing deflection analysis on each displacement data to obtain the corresponding maximum deflection value includes: Adding up each of the longitudinal tower displacements, each of the transverse tower displacements, and each of the vertical tower displacements to obtain a corresponding first sum value; Performing a ratio processing on the first sum value and a preset number of regions to obtain a corresponding first ratio; The first ratio is processed with a preset span constant to obtain a corresponding maximum deflection value.

5. The safety assessment method for a plate-type tower foundation according to claim 3, wherein: The stress data includes a first principal stress and a third principal stress, and the step of performing stress non-uniformity analysis on each of the stress data to obtain a corresponding stress non-uniformity coefficient includes: respectively summing each of the first principal stresses and the associated third principal stresses to obtain a plurality of maximum principal stresses; performing difference processing on each of the first principal stresses and the associated third principal stresses to obtain multiple minimum principal stresses; respectively summing up the respective maximum principal stresses to obtain corresponding second sum values; Each of the minimum principal stresses is summed up to obtain a corresponding third sum value; The second sum value is ratioed to the third sum value to obtain a corresponding stress non-uniformity coefficient.

6. The safety assessment method for a plate-type tower foundation according to claim 3, characterized in that: The step of performing safety assessment on the structural safety data to obtain a safety assessment result corresponding to the plate-type tower foundation to be assessed includes: When the maximum deflection value is greater than the preset allowable deflection value, the tower foundation structure is abnormally determined as a safety assessment result corresponding to the plate-type tower foundation to be assessed; When the maximum deflection value is less than or equal to the allowable deflection value, determining whether the stress unevenness coefficient is greater than a preset stress safety value; When the stress unevenness coefficient is greater than the stress safety value, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined; When the stress unevenness coefficient is less than or equal to the stress safety value, determining whether the anti-slip stability safety factor is less than a preset anti-slip stability safety value; When the anti-sliding stability safety factor is less than the anti-sliding stability safety value, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined; When the anti-slip stability safety factor is greater than or equal to the anti-slip stability safety value, determining whether the safety margin index is less than a preset safety margin threshold; When the safety margin index is less than the safety margin threshold, the tower foundation structure is abnormal and the safety assessment result corresponding to the plate-type tower foundation to be assessed is determined; When the safety margin index is greater than or equal to the safety margin threshold, the tower foundation as a whole is considered normal to determine the safety assessment result corresponding to the plate-type tower foundation to be assessed.

7. A safety assessment system for a plate-type tower foundation, characterized in that: include: A construction module is used to obtain design parameters of the plate-type tower foundation to be evaluated, and to construct a tower foundation finite element model corresponding to the plate-type tower foundation to be evaluated according to the design parameters; a detection module, configured to perform a static test on the tower base finite element model according to a preset maximum safety load, and obtain static data of each connection node in the tower base finite element model; An analysis module, configured to perform structural safety analysis on each of the static data to obtain corresponding structural safety data; An evaluation module is used to perform a safety evaluation on the structural safety data to obtain a safety evaluation result corresponding to the plate-type tower foundation to be evaluated.

8. An electronic device, characterized in that: The method comprises a memory and a processor, wherein a computer program is stored in the memory, and when the computer program is executed by the processor, the processor executes the steps of the safety assessment method for a plate-type tower foundation according to any one of claims 1 to 6.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed, the safety assessment method for a plate-type tower foundation according to any one of claims 1 to 6 is implemented.

10. A computer program product, characterized in that The computer program product includes a computer program stored on a non-transitory computer-readable storage medium, wherein the computer program includes program instructions, wherein when the program instructions are executed by a computer, the computer is caused to execute the safety assessment method for a plate tower foundation according to any one of claims 1 to 6.

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