A parameter determination method, device and equipment of a tower flexible adjustable foundation

Abstract

This invention provides a method, apparatus, and equipment for determining parameters of a flexible adjustable foundation for a tower. The method includes: acquiring and preprocessing initial state data of the flexible adjustable foundation to obtain a pressure correction value; obtaining theoretical pressure values ​​based on the attribute data of the raft foundation and the independent foundation; obtaining a first pressure target value and a second pressure target value based on the deviation rate between the pressure correction value and the theoretical pressure value, and further obtaining first and second limit data; obtaining compressive strength verification results and overturning resistance verification results based on the pressure target value and the limit value; obtaining tensile strength verification results based on the vertical load and settlement of the independent foundation and the state data of the steel strands; and obtaining compression deformation verification results based on the deformation of the bottom soil layer and the deformation of the backfill soil. This invention enables tower foundation construction without interrupting power supply or altering existing lines, improving the vertical stability of the tower structure and preventing tilting or collapse.

Description

Technical Field

[0001] This invention relates to the field of power transmission foundation engineering technology, and in particular to a method, apparatus and equipment for determining the parameters of a flexible adjustable foundation for a power transmission tower. Background Technology

[0002] When transmission lines cross mining or backfilled areas, the foundations and bases of the towers face uneven settlement. Uneven settlement leads to tower tilting, component deformation, and insufficient electrical safety distances. Insulator strings tilt, and hardware experiences abnormal mechanical stress, accelerating fatigue damage. In extreme cases, internal stress exceeds design limits, causing local buckling or even complete tower collapse. This problem also incurs high life-cycle costs, including ongoing monitoring fees, frequent maintenance and adjustments, and potential emergency response and line relocation costs, severely impacting the economic efficiency and reliability of the power grid.

[0003] Current technologies for constructing new transmission lines generally avoid goaf and backfill areas, but this approach involves significant investment, prolonged power outages, and, in most cases, the lines are surrounded by coalfields with no stable path. Sometimes, coal pillars are reserved beneath the transmission line towers. To ensure tower stability, these pillars are spread out at a specific angle, requiring a large area of ​​coal pillars that cover valuable coal resources. Other adjustable foundation schemes are sometimes used, but these are time-consuming, costly, difficult to adjust, and their tensile and compressive strength design cannot be adequately addressed by computers. Summary of the Invention

[0004] The technical problem this invention aims to solve is to provide a method, apparatus, and equipment for determining the parameters of a flexible and adjustable pole foundation. This allows for pole foundation construction without power interruption or alteration of existing power lines, improving the vertical stability of the pole structure and preventing tilting or collapse.

[0005] To solve the above-mentioned technical problems, the technical solution of the present invention is as follows: A method for determining the parameters of a flexible adjustable foundation for a tower includes: Acquire the initial state data of the flexible adjustable foundation of the tower, the initial state data including the first measured value of the pressure of the raft foundation and the second measured value of the pressure of each independent foundation; The measured value of the first pressure of the raft foundation is preprocessed to obtain the first pressure correction value; The measured value of the second pressure for each independent foundation is preprocessed to obtain the corrected value of the second pressure. Based on the attribute data of the raft foundation, the first theoretical pressure value is obtained; based on the attribute data of the isolated foundation, the second theoretical pressure value is obtained; the attribute data includes the inclination angle, bottom area, bottom bending moment, and bottom section moment. The first pressure target value is obtained based on the deviation rate between the first pressure correction value and the first pressure theoretical value; The second pressure target value is obtained based on the deviation rate between the second pressure correction value and the second pressure theoretical value; Based on the first theoretical pressure value, the first limit data is obtained; Based on the second theoretical pressure value, the second limit data is obtained; Based on the first pressure target value, the first limit data and the bearing capacity of the bottom foundation, the second pressure target value, the second limit data and the bearing capacity of the backfill foundation, the compressive strength verification results are obtained; Based on the first limit data, the overturning resistance verification results are obtained; Based on the vertical load and settlement of the independent foundation and the condition data of the steel strand, the pull-out verification results are obtained. The compression deformation calculation results are obtained based on the deformation of the bottom soil layer and the deformation of the backfill soil. Based on the results of the compressive strength calculation, overturning strength calculation, pull-out strength calculation, and compression deformation calculation, the parameters of the flexible adjustable foundation for the tower are obtained.

[0006] Optionally, the flexible adjustable foundation of the tower includes: At least four independent foundations are fixedly connected to the base of the tower; each of the independent foundations is provided with a jack support point; The steel strands are fixedly connected to the independent foundation; A raft foundation that is fixedly connected to the steel strands.

[0007] Optionally, the measured value of the first pressure of the raft foundation is preprocessed to obtain a first pressure correction value, including: The measured value of the first pressure of the raft foundation is corrected for temperature to obtain the first pressure correction value; The measured second pressure values ​​for each independent foundation are preprocessed to obtain corrected second pressure values, including: Temperature correction is applied to the measured second pressure value for each independent foundation to obtain the corrected second pressure value.

[0008] Optionally, based on the property data of the raft foundation, the theoretical value of the first pressure is obtained, including: Based on the total vertical load, weight, inclination angle, and bottom area of ​​the raft foundation, the theoretical value of the first pressure is obtained; Based on the attribute data of the independent basis, the theoretical value of the second pressure is obtained, including: The theoretical value of the second pressure is obtained based on the total vertical load, weight, inclination angle, and bottom area of ​​the independent foundation.

[0009] Optionally, the first pressure target value is obtained based on the deviation rate between the first pressure correction value and the first pressure theoretical value, including: If the deviation rate between the first pressure correction value and the first pressure theoretical value is less than or equal to the first preset threshold, then the first pressure correction value is taken as the first pressure target value. If the deviation rate between the first pressure correction value and the first pressure theoretical value is greater than the first preset threshold, then the first pressure correction value is calibrated and used as the first pressure target value. The second pressure target value is obtained based on the deviation rate between the second pressure correction value and the second theoretical pressure value, including: If the deviation rate between the second pressure correction value and the second theoretical pressure value is less than or equal to the second preset threshold, then the second pressure correction value is taken as the second pressure target value. If the deviation rate between the second pressure correction value and the second theoretical pressure value is greater than the second preset threshold, then the second pressure correction value is calibrated and used as the second pressure target value.

[0010] Optionally, based on the first theoretical pressure value, the first limit data is obtained, including: Based on the first theoretical pressure value, the bottom bending moment and bottom resist moment of the raft foundation, the first limit data is obtained. The first limit data includes the first maximum pressure value and the first minimum pressure value. Based on the second theoretical pressure value, the second limit data is obtained, including: Based on the second theoretical pressure value, the bottom bending moment and bottom resist moment of the independent foundation, the second limit data are obtained. The second limit data includes the second maximum pressure value and the maximum uplift force.

[0011] Optionally, based on the vertical load and settlement of the independent foundation and the condition data of the steel strands, the pull-out verification results are obtained, including: The pull-out force on the independent foundation is obtained based on the vertical load and settlement of the independent foundation. The tensile strength is obtained based on the steel strand property data; The pull-out force and pull-out bearing capacity on the independent foundation are compared to obtain the pull-out verification results.

[0012] Optionally, based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation verification results are obtained, including: The deformation of the bottom soil layer is obtained based on the additional stress of the bottom soil layer of the raft foundation. Based on the backfill soil condition data, the deformation of the backfill soil is obtained; Based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation verification results are obtained.

[0013] Embodiments of the present invention also provide a parameter determination device for a flexible adjustable foundation for a tower, comprising: The acquisition module is used to acquire the initial state data of the flexible adjustable foundation of the tower. The initial state data includes the measured value of the first pressure of the raft foundation and the measured value of the second pressure of each independent foundation. The processing module is used to preprocess the measured first pressure value of the raft foundation to obtain a first pressure correction value; preprocess the measured second pressure value of each independent foundation to obtain a second pressure correction value; obtain a first theoretical pressure value based on the attribute data of the raft foundation; obtain a second theoretical pressure value based on the attribute data of the independent foundation; the attribute data includes inclination angle, base area, base bending moment, and base resistive moment; obtain a first target pressure value based on the deviation rate between the first pressure correction value and the first theoretical pressure value; obtain a second target pressure value based on the deviation rate between the second pressure correction value and the second theoretical pressure value; and obtain a second theoretical pressure value based on the first theoretical pressure value. The first limit data is obtained; the second limit data is obtained based on the second pressure theoretical value; the compressive strength verification result is obtained based on the first pressure target value, the first limit data, the bearing capacity of the bottom foundation, the second pressure target value, the second limit data, and the bearing capacity of the backfill foundation; the overturning resistance verification result is obtained based on the first limit data; the tensile strength verification result is obtained based on the vertical load and settlement of the independent foundation and the state data of the steel strands; the compression deformation verification result is obtained based on the deformation of the bottom soil layer and the deformation of the backfill soil; the parameters of the flexible adjustable foundation of the tower are obtained based on the compressive strength verification result, the overturning resistance verification result, the tensile strength verification result, and the compression deformation verification result.

[0014] Embodiments of the present invention also provide a computing device, including: one or more processors; and a storage device for storing one or more programs, wherein when the one or more programs are executed by the one or more processors, the one or more processors implement the parameter determination method for the flexible adjustable foundation of the tower as described in the present invention.

[0015] The above-described technical solution of the present invention has at least the following technical effects: The parameter determination method for the flexible adjustable foundation of the tower of the present invention involves acquiring initial state data of the flexible adjustable foundation of the tower, wherein the initial state data includes a first measured pressure value of the raft foundation and a second measured pressure value of each independent foundation; preprocessing the first measured pressure value of the raft foundation to obtain a first pressure correction value; preprocessing the second measured pressure value of each independent foundation to obtain a second pressure correction value; obtaining a first theoretical pressure value based on the attribute data of the raft foundation; obtaining a second theoretical pressure value based on the attribute data of the independent foundations; wherein the attribute data includes inclination angle, bottom area, bottom bending moment, and bottom resistive moment; obtaining a first target pressure value based on the deviation rate between the first pressure correction value and the first theoretical pressure value; and obtaining a target pressure value based on the second pressure correction value. The deviation rate between the first and second theoretical pressure values ​​is used to obtain the second pressure target value; the first limit data is obtained based on the first pressure theoretical value; the second limit data is obtained based on the second pressure theoretical value; the compressive strength verification result is obtained based on the first pressure target value, the first limit data, the bearing capacity of the bottom foundation, the second pressure target value, the second limit data, and the bearing capacity of the backfill foundation; the overturning resistance verification result is obtained based on the first limit data; the tensile strength verification result is obtained based on the vertical load and settlement of the independent foundation and the state data of the steel strands; the compression deformation verification result is obtained based on the deformation of the bottom soil layer and the deformation of the backfill soil; and the parameters of the flexible adjustable foundation of the tower are obtained based on the compressive strength verification result, the overturning resistance verification result, the tensile strength verification result, and the compression deformation verification result. This allows for tower foundation construction to be carried out without interrupting power supply or altering existing lines, improving the vertical stability of the tower structure and preventing tilting or collapse. Attached Figure Description

[0016] Figure 1 This is a flowchart illustrating the parameter determination method for the flexible adjustable foundation of the tower according to the present invention. Figure 2 This is a schematic diagram of the initial state of the flexible adjustable foundation for the tower according to the present invention; Figure 3 This is a schematic diagram of the uneven settlement state of the flexible adjustable foundation for the tower according to the present invention; Figure 4 This is a schematic diagram of the adjusted state of the flexible adjustable foundation for the tower according to the present invention; Figure 5 This is a schematic diagram for calculating the inclination angle of the flexible adjustable foundation for the tower according to the present invention; Figure 6 This is a schematic diagram of the parameter determination device for the flexible adjustable foundation of the pole of the present invention. Detailed Implementation

[0017] Exemplary embodiments of the invention will now be described in more detail with reference to the accompanying drawings. While exemplary embodiments of the invention are shown in the drawings, it should be understood that the invention may be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this invention will be thorough and complete, and will fully convey the scope of the invention to those skilled in the art.

[0018] like Figure 1 As shown, an embodiment of the present invention proposes a method for determining the parameters of a flexible adjustable foundation for a tower, including: Step S1: Obtain the initial state data of the flexible adjustable foundation of the tower. The initial state data includes the first measured pressure value of the raft foundation and the second measured pressure value of each independent foundation. Step S2: Preprocess the measured first pressure value of the raft foundation to obtain a first pressure correction value; preprocess the measured second pressure value of each independent foundation to obtain a second pressure correction value; Step S3: Based on the attribute data of the raft foundation, obtain the first theoretical pressure value; based on the attribute data of the independent foundation, obtain the second theoretical pressure value; the attribute data includes the inclination angle, bottom area, bottom bending moment, and bottom resisting moment. Step S4: Obtain the first pressure target value based on the deviation rate between the first pressure correction value and the first pressure theoretical value; obtain the second pressure target value based on the deviation rate between the second pressure correction value and the second pressure theoretical value. Step S5: Obtain the first limit data based on the first theoretical pressure value; obtain the second limit data based on the second theoretical pressure value; Step S6: Based on the first pressure target value, the first ultimate data and the bearing capacity of the bottom foundation, the second pressure target value, the second ultimate data and the bearing capacity of the backfill foundation, the compressive strength verification result is obtained; Step S7: Obtain the overturning resistance verification result based on the first limit data; Step S8: Based on the vertical load and settlement of the independent foundation and the condition data of the steel strand, the pull-out verification results are obtained. Step S9: Based on the deformation of the bottom soil layer and the deformation of the backfill soil, obtain the compression deformation verification result; Step S10: Based on the compressive strength calculation results, overturning strength calculation results, pull-out strength calculation results, and compression deformation calculation results, the parameters of the flexible adjustable foundation of the tower are obtained.

[0019] In this embodiment, as Figure 1As shown, in the parameter determination method for the flexible adjustable foundation of the tower, firstly, the initial state data of the flexible adjustable foundation of the tower is obtained. The initial state data includes the measured value of the first pressure of the raft foundation and the measured value of the second pressure of each independent foundation. Soil pressure sensors, steel strand tension sensors, and raft tilt sensors are installed at the contact points between the raft foundation and the foundation soil, as well as between the independent foundation and the foundation soil, to obtain the measured values ​​of the first and second pressures. At the same time, an automatic monitoring GPS device is installed on the top surface of each independent foundation. The GPS device needs to be connected to the background monitoring system. The uneven settlement early warning threshold is determined according to the design limit value to ensure that the elevation change of the independent foundation can be monitored in real time. When the settlement exceeds the early warning threshold, an adjustment prompt is automatically issued. The adjustment verification of the flexible adjustable foundation of the tower is carried out according to this method.

[0020] Then, the measured first pressure value of the raft foundation is preprocessed to obtain the first pressure correction value; the measured second pressure value of each independent foundation is preprocessed to obtain the second pressure correction value. Next, based on the attribute data of the raft foundation, the first theoretical pressure value is obtained; based on the attribute data of the isolated foundation, the second theoretical pressure value is obtained; the attribute data includes the inclination angle, bottom area, bottom bending moment, and bottom section moment. Next, based on the deviation rate between the first pressure correction value and the first theoretical pressure value, a first pressure target value is obtained; based on the deviation rate between the second pressure correction value and the second theoretical pressure value, a second pressure target value is obtained. Next, based on the first theoretical pressure value, the first limit data is obtained; based on the second theoretical pressure value, the second limit data is obtained. Next, based on the first pressure target value, the first limit data and the bearing capacity of the bottom foundation, the second pressure target value, the second limit data and the bearing capacity of the backfill foundation, the compressive strength verification results are obtained; Next, based on the first limit data, the overturning resistance verification results are obtained; Next, based on the vertical load and settlement of the independent foundation and the condition data of the steel strands, the pull-out verification results are obtained. Next, based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation calculation results are obtained. Finally, based on the results of the compressive strength calculation, overturning strength calculation, pull-out strength calculation, and compression deformation calculation, the parameters of the flexible adjustable foundation for the tower are obtained.

[0021] When uneven settlement or ground cracks occur in the foundation of mined-out areas and backfill areas, the solution of this invention can maintain the vertical stability of the tower structure through adjustable foundations without interrupting power supply or altering existing lines and facilities, preventing tilting or collapse and ensuring the continuous and safe operation of the power grid. The solution of this invention is low in cost, easy to implement, has a short construction period, and the foundation adjustment is simple and quick.

[0022] In an optional embodiment of the present invention, in step S1, the flexible adjustable foundation of the tower includes: At least four independent foundations are fixedly connected to the base of the tower; each of the independent foundations is provided with a jack support point; The steel strands are fixedly connected to the independent foundation; A raft foundation that is fixedly connected to the steel strands.

[0023] In this embodiment, the flexible adjustable foundation of the tower is mainly divided into three parts: a lower raft foundation, a monolithically cast reinforced concrete foundation that provides pull-out resistance and resists ground cracks and some uneven nonlinear deformation; steel strands that transmit pull-out resistance, with both ends fixed to the raft foundation and the independent foundation respectively; and an upper independent foundation that provides compressive resistance, with four jack support points on each independent foundation.

[0024] In an optional embodiment of the present invention, step S2, preprocessing the measured value of the first pressure of the raft foundation to obtain a first pressure correction value, includes: Step S21: Perform temperature correction on the measured value of the first pressure of the raft foundation to obtain the first pressure correction value; The measured second pressure values ​​for each independent foundation are preprocessed to obtain corrected second pressure values, including: Step S22: Perform temperature correction on the measured second pressure value for each independent foundation to obtain the corrected second pressure value.

[0025] In this embodiment, the obtained first and second measured pressure values ​​are corrected for temperature to obtain the first and second corrected pressure values, respectively; the temperature correction formula is:

[0026] in, Indicates the correction value. This represents the measured value. This represents the temperature coefficient, where t represents the ambient temperature. Temperature correction can eliminate the impact of temperature changes on the monitoring accuracy of sensors, ensuring that pressure and tension data are accurate and reliable.

[0027] In an optional embodiment of the present invention, step S3, obtaining the first theoretical pressure value based on the attribute data of the raft foundation, includes: S31. Based on the total vertical load, weight, inclination angle, and bottom area of ​​the raft foundation, the theoretical value of the first pressure is obtained. Based on the attribute data of the independent basis, the theoretical value of the second pressure is obtained, including: S32, based on the total vertical load, weight, inclination angle, and bottom area of ​​the independent foundation, the second theoretical pressure value is obtained. In this embodiment, the theoretical pressure value is obtained based on the upper load and the inherent parameters of the foundation to ensure that the correction value is within a reasonable and correct range; First, calculate the theoretical value of the first pressure on the raft foundation, then calculate the maximum and minimum values ​​of the first pressure; the formula for calculating the theoretical value of the first pressure is:

[0028] in, This represents the theoretical value of the first pressure. This represents the total vertical load of the raft foundation. The weight of the raft foundation is represented by A, and the area of ​​the raft foundation's base is represented by A. Indicates the angle between the raft foundation and the horizontal plane; The theoretical value of the second pressure is obtained based on the total vertical load, weight, inclination angle, and base area of ​​the independent foundation; First, calculate the theoretical value of the second pressure on the independent foundation, and then calculate the maximum value of the second pressure and the maximum uplift force; The formula for calculating the theoretical value of the second pressure is:

[0029] in, This represents the theoretical value of the second pressure. This represents the total vertical load on the independent foundation. This indicates the weight of the independent foundation, and N represents the pretension of the steel strand. Indicates the angle between the steel strand and the vertical. Indicates the base area of ​​the independent foundation. This indicates the angle between an independent foundation and the horizontal plane.

[0030] In an optional embodiment of the present invention, step S4, obtaining the first pressure target value based on the deviation rate between the first pressure correction value and the first theoretical pressure value, includes: Step S41: If the deviation rate between the first pressure correction value and the first pressure theoretical value is less than or equal to the first preset threshold, then the first pressure correction value is taken as the first pressure target value. Step S42: If the deviation rate between the first pressure correction value and the first pressure theoretical value is greater than the first preset threshold, then the first pressure correction value is calibrated and used as the first pressure target value. The second pressure target value is obtained based on the deviation rate between the second pressure correction value and the second theoretical pressure value, including: Step S43: If the deviation rate between the second pressure correction value and the second theoretical pressure value is less than or equal to the second preset threshold, then the second pressure correction value is used as the second pressure target value. Step S44: If the deviation rate between the second pressure correction value and the second theoretical pressure value is greater than the second preset threshold, then the second pressure correction value is calibrated and used as the second pressure target value.

[0031] In this embodiment, the first pressure correction value is compared with the first pressure theoretical value to obtain the deviation rate between the two. If the deviation rate is less than or equal to the first preset threshold, preferably the first preset threshold is 3%, then the first pressure correction value is directly used as the first pressure target value. If the deviation rate between the first pressure correction value and the first theoretical pressure value is greater than a first preset threshold, then the first pressure correction value is calibrated and used as the first pressure target value; the calibration formula for the first pressure correction value is:

[0032] in, This represents the first target pressure value. This indicates the first pressure correction value. Indicates the first calibration coefficient. This indicates the angle between the raft foundation and the horizontal plane. Indicates the second calibration coefficient. denoted by , W represents the bending moment at the bottom of the raft foundation, and W represents the section moment of the raft foundation. The second pressure correction value is compared with the second pressure theoretical value to obtain the deviation rate between the two. If the deviation rate is less than or equal to the second preset threshold, preferably 3%, then the second pressure correction value is directly used as the second pressure target value. If the deviation rate between the second pressure correction value and the second theoretical pressure value is greater than the first preset threshold, then the second pressure correction value is calibrated and used as the second pressure target value; the calibration formula for the second pressure correction value is:

[0033] in, This represents the second target pressure value. This indicates the second pressure correction value. Indicates the third calibration factor. Indicates the angle between an independent foundation and the horizontal plane. This represents the fourth calibration factor. This represents the bending moment at the bottom of the independent foundation. This represents the independent foundation modulus.

[0034] In an optional embodiment of the present invention, step S5, obtaining the first limit data based on the first theoretical pressure value, includes: Step S51: Based on the first theoretical pressure value, the bottom bending moment and bottom resist moment of the raft foundation, obtain the first limit data, which includes the first maximum pressure value and the first minimum pressure value. Based on the second theoretical pressure value, the second limit data is obtained, including: Step S52: Based on the second theoretical pressure value, the bottom bending moment and bottom resisting moment of the independent foundation, the second limit data is obtained. The second limit data includes the second maximum pressure value and the maximum uplift force.

[0035] In this embodiment, the formula for calculating the maximum value of the first pressure is:

[0036] in, This indicates the first maximum pressure value. This represents the total vertical load of the raft foundation. The weight of the raft foundation is represented by A, and the area of ​​the raft foundation's base is represented by A. This indicates the angle between the raft foundation and the horizontal plane. denoted by , W represents the bending moment at the bottom of the raft foundation, and W represents the section moment of the raft foundation. The formula for calculating the minimum first pressure is:

[0037] in, This indicates the minimum value of the first pressure. This represents the total vertical load of the raft foundation. The weight of the raft foundation is represented by A, and the area of ​​the raft foundation's base is represented by A. This indicates the angle between the raft foundation and the horizontal plane. denoted by , W represents the bending moment at the bottom of the raft foundation, and W represents the section moment of the raft foundation. The formula for calculating the maximum second pressure is:

[0038] in, This indicates the second maximum pressure value. This represents the total vertical load on the independent foundation. The weight of the independent foundation is represented by N, the pretension of the steel strand is represented by β, and the angle between the steel strand and the vertical is represented by β. Indicates the base area of ​​the independent foundation. Indicates the angle between an independent foundation and the horizontal plane. This represents the bending moment at the bottom of the independent foundation. Represents the independent foundation modulus; The formula for calculating the maximum upward force is:

[0039] in, Indicates the maximum upward pulling force. The weight of the independent foundation is represented by N, the pretension of the steel strand is represented by β, and the angle between the steel strand and the vertical is represented by β.

[0040] The first pressure target value and the first limit data are compared with the bearing capacity of the bottom foundation, and the second pressure target value and the second limit data are compared with the bearing capacity of the backfilled soil foundation to obtain the compressive strength verification results and the overturning resistance verification results. The first target pressure value is compared with the foundation bearing capacity. To ensure construction quality, the first target pressure value must be less than or equal to the foundation bearing capacity. , This represents the first target pressure value. This indicates the bearing capacity of the foundation; the maximum value of the first pressure is less than or equal to 1.2 times the bearing capacity of the foundation, i.e. The compressive strength verification results of the raft foundation were obtained; the minimum value of the first pressure is greater than or equal to 0, i.e. The overturning resistance calculation results of the raft foundation were obtained; The second target pressure value is compared with the bearing capacity of the backfilled soil foundation. To ensure construction quality, the second target pressure value must be less than or equal to the bearing capacity of the backfilled soil foundation. , This represents the second target pressure value. This represents the bearing capacity of the backfilled soil foundation, yielding the compressive strength verification result of the independent foundation; the maximum second pressure is less than or equal to 1.2 times the bearing capacity of the backfilled soil foundation, i.e. The overturning resistance verification results of the independent foundation were obtained; In addition to meeting the bearing capacity and pull-out resistance requirements of independent foundations, the tensioning control stress of the steel strands is... , This is the standard value for the ultimate strength of steel strand.

[0041] In an optional embodiment of the present invention, step S8, based on the vertical load and settlement of the independent foundation and the condition data of the steel strands, yields the pull-out resistance verification result, including: Step S81: Based on the vertical load and settlement of the independent foundation, obtain the pull-out force on the independent foundation; Step S82: Obtain the pull-out bearing capacity based on the steel strand property data; Step S83: Compare the pull-out force and pull-out bearing capacity on the independent foundation to obtain the pull-out verification result.

[0042] In this embodiment, the uplift force on the independent foundation is obtained based on the vertical load and settlement of the independent foundation; the formula for calculating the uplift force is:

[0043] in, Indicates the pulling force on an independent basis. This represents the total vertical load on the independent foundation. This represents the measured settlement. Indicates the allowable settlement. This represents the foundation settlement influence coefficient. Indicates pull-out friction strength. Indicates the base area of ​​the independent foundation. Indicates the safety adjustment factor; The formula for calculating tensile bearing capacity is:

[0044] in, Indicates tensile strength. The weight of the independent foundation is represented by N, the pretension of the steel strand is represented by β, and the angle between the steel strand and the vertical is represented by β. The upward pull force is less than or equal to the pull-out bearing capacity, that is... , Indicates the pulling force on an independent basis. It indicates the tensile strength.

[0045] In an optional embodiment of the present invention, step S9, obtaining the compression deformation verification result based on the deformation of the bottom soil layer and the deformation of the backfill soil, includes: Step S91: Based on the additional stress of the soil layer at the bottom of the raft foundation, obtain the deformation of the soil layer at the bottom. Step S92: Obtain the deformation of the backfill soil based on the backfill soil condition data; Step S93: Based on the deformation of the bottom soil layer and the deformation of the backfill soil, obtain the compression deformation verification result.

[0046] In this embodiment, the deformation of the soil layer below the bottom surface of the raft foundation is first calculated using the following formula:

[0047] in, This indicates the amount of deformation of the bottom soil layer. This represents the average additional stress in the i-th soil layer. This represents the compression modulus of the i-th soil layer. Indicates the thickness of the i-th soil layer; Then, calculate the deformation of the backfill soil using the following formula:

[0048] in, This indicates the amount of deformation of the backfill soil. This indicates the initial void ratio of the backfill soil; H represents the adjusted void ratio of the backfill soil; H represents the thickness of the backfill soil. Then the total deformation is obtained. Compare the design limit deformation value with the actual value to determine if it meets the requirements and obtain the compression deformation verification result. If the compression deformation verification result is unqualified, increase the number of compaction cycles of the backfill soil under the independent foundation, or add 5%-8% cement amendment to the backfill soil to reduce the void ratio of the backfill soil. .

[0049] The solution of this invention may also include inclination angle verification; the side length of the raft foundation is b, and the inclination angle is... (Obtained from GPS measurements of the ground surface), the horizontal projection length after tilting is s, i.e. The lowest point of the raft foundation is h1 from the ground, the tower height is h2, the horizontal load on the tower is T, and the overturning stability coefficient of the superstructure under the horizontal load is... The total vertical load of the raft foundation is The calculation diagram is as follows: Figure 5 ; Treating the tower and foundation as a single unit, and taking the moments of all forces under the ultimate condition about point A, where the self-weight stress of the soil above the raft foundation is... Overturning stability coefficient of the superstructure under horizontal load Based on experience, we take 1.6. The safety of the iron tower must satisfy the following equation:

[0050] Where r represents the unit weight of the soil above the raft foundation; simplification yields... When the foundation tilts, the tilt angle will be... Substitute the formula into the calculation and if the inequality is satisfied, the foundation can be adjusted to the stability of the tower; if the inequality is not satisfied, the adjustment limit of the flexible adjustable foundation has been exceeded, and other methods need to be adopted for treatment.

[0051] When using the technical solution of the present invention, such as Figure 2 As shown, an automatic monitoring GPS device is installed on the top surface of each independent foundation. The GPS device needs to be connected to the background monitoring system and a non-uniform settlement early warning threshold is set to ensure that the elevation change of the independent foundation can be monitored in real time. When the settlement exceeds the early warning threshold, an adjustment prompt will be automatically issued.

[0052] like Figure 3As shown, when the uneven settlement of any independent foundation exceeds the design limit, the GPS monitoring system automatically issues an early warning signal, initiates the foundation adjustment process, and simultaneously records the current elevation data of each independent foundation and the tilt angle of the raft foundation. These parameters provide a basis for adjustment operations. After receiving the early warning signal, staff rushed to the site and, using GPS monitoring data and on-site measuring tools, verified the actual elevation of each independent foundation, determined the independent foundation with the lowest elevation, and measured the elevation of the lowest point of that foundation's foundation, recording it as the reference elevation h. The angle between the current raft foundation and the horizontal plane was measured. The angle between the steel strand and the vertical. Record the bending moment at the bottom of the raft foundation. Independent foundation bottom bending moment These parameters are used for post-adjustment verification. Four matching jacks are placed into the support slots of the four independent foundations, with the tops of the jacks aligned with the bottoms of the tower legs to ensure even force distribution and prevent tower tilting during lifting. Simultaneously start the four jacks and slowly lift the tower and independent foundations. The lifting height should be such that the top surface of all independent foundations is higher than the reference elevation h, leaving 5-10cm of operating space for leveling the foundation soil. Monitor the tower's tilt in real time during lifting to ensure verticality and prevent lateral tilting. After lifting, level the foundation soil under each independent foundation. Use manual labor or small machinery to excavate the foundation soil under each independent foundation to the reference elevation h, ensuring consistent elevation across all foundations. Avoid disturbing the foundation soil during leveling to prevent subsequent uneven settlement. Figure 4 As shown, after leveling, the elevation of the foundation soil beneath each independent foundation was checked to ensure it was equal to the reference elevation h without deviation. The jacks were slowly unloaded to allow the independent foundations to rest smoothly on the leveled soil. During unloading, the elevation of the independent foundations and the tilt of the towers were monitored in real time to ensure the towers remained vertical after unloading. After unloading, the four jacks were removed, and debris was cleared from the support slots of the independent foundations. The steel strands were re-tensioned, applying a pretension N, and the tension was adjusted to ensure effective transmission of pull-out force. The steel strands were then re-anchored, and their stress was checked after anchoring to prevent loosening. Using GPS monitoring equipment and on-site measuring tools, the elevation of each independent foundation and the tilt angle of the raft foundation were checked. Angle of steel strand Ensure that all parameters meet design requirements and that the tower is vertically stable.

[0053] like Figure 6 As shown, an embodiment of the present invention also provides a parameter determination device 60 for a flexible adjustable foundation for a tower, comprising: The acquisition module 61 is used to acquire the initial state data of the flexible adjustable foundation of the tower. The initial state data includes the first measured pressure value of the raft foundation and the second measured pressure value of each independent foundation. Processing module 62 is used to preprocess the measured first pressure value of the raft foundation to obtain a first pressure correction value; preprocess the measured second pressure value of each independent foundation to obtain a second pressure correction value; obtain a first theoretical pressure value based on the attribute data of the raft foundation; obtain a second theoretical pressure value based on the attribute data of the independent foundation; the attribute data includes inclination angle, bottom area, bottom bending moment, and bottom resistive moment; obtain a first target pressure value based on the deviation rate between the first pressure correction value and the first theoretical pressure value; obtain a second target pressure value based on the deviation rate between the second pressure correction value and the second theoretical pressure value; and obtain a second target pressure value based on the first theoretical pressure value. Obtain the first limit data; based on the second pressure theoretical value, obtain the second limit data; based on the first pressure target value, the first limit data, and the bearing capacity of the bottom foundation, the second pressure target value, the second limit data, and the bearing capacity of the backfill foundation, obtain the compressive strength verification result; based on the first limit data, obtain the overturning resistance verification result; based on the vertical load and settlement of the independent foundation and the state data of the steel strand, obtain the tensile strength verification result; based on the deformation of the bottom soil layer and the deformation of the backfill soil, obtain the compression deformation verification result; based on the compressive strength verification result, the overturning resistance verification result, the tensile strength verification result, and the compression deformation verification result, obtain the parameters of the flexible adjustable foundation of the tower.

[0054] Optionally, the flexible adjustable foundation of the tower includes: At least four independent foundations are fixedly connected to the base of the tower; each of the independent foundations is provided with a jack support point; The steel strands are fixedly connected to the independent foundation; A raft foundation that is fixedly connected to the steel strands.

[0055] Optionally, the measured value of the first pressure of the raft foundation is preprocessed to obtain a first pressure correction value, including: The measured value of the first pressure of the raft foundation is corrected for temperature to obtain the first pressure correction value; The measured second pressure values ​​for each independent foundation are preprocessed to obtain corrected second pressure values, including: Temperature correction is applied to the measured second pressure value for each independent foundation to obtain the corrected second pressure value.

[0056] Optionally, based on the property data of the raft foundation, the theoretical value of the first pressure is obtained, including: Based on the total vertical load, weight, inclination angle, and bottom area of ​​the raft foundation, the theoretical value of the first pressure is obtained; Based on the attribute data of the independent basis, the theoretical value of the second pressure is obtained, including: The theoretical value of the second pressure is obtained based on the total vertical load, weight, inclination angle, and bottom area of ​​the independent foundation.

[0057] Optionally, the first pressure target value is obtained based on the deviation rate between the first pressure correction value and the first pressure theoretical value, including: If the deviation rate between the first pressure correction value and the first pressure theoretical value is less than or equal to the first preset threshold, then the first pressure correction value is taken as the first pressure target value. If the deviation rate between the first pressure correction value and the first pressure theoretical value is greater than the first preset threshold, then the first pressure correction value is calibrated and used as the first pressure target value. The second pressure target value is obtained based on the deviation rate between the second pressure correction value and the second theoretical pressure value, including: If the deviation rate between the second pressure correction value and the second theoretical pressure value is less than or equal to the second preset threshold, then the second pressure correction value is taken as the second pressure target value. If the deviation rate between the second pressure correction value and the second theoretical pressure value is greater than the second preset threshold, then the second pressure correction value is calibrated and used as the second pressure target value.

[0058] Optionally, based on the first theoretical pressure value, the first limit data is obtained, including: Based on the first theoretical pressure value, the bottom bending moment and bottom resist moment of the raft foundation, the first limit data is obtained. The first limit data includes the first maximum pressure value and the first minimum pressure value. Based on the second theoretical pressure value, the second limit data is obtained, including: Based on the second theoretical pressure value, the bottom bending moment and bottom resist moment of the independent foundation, the second limit data are obtained. The second limit data includes the second maximum pressure value and the maximum uplift force.

[0059] Optionally, based on the vertical load and settlement of the independent foundation and the condition data of the steel strands, the pull-out verification results are obtained, including: The pull-out force on the independent foundation is obtained based on the vertical load and settlement of the independent foundation. The tensile strength is obtained based on the steel strand property data; The pull-out force and pull-out bearing capacity on the independent foundation are compared to obtain the pull-out verification results.

[0060] Optionally, based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation verification results are obtained, including: The deformation of the bottom soil layer is obtained based on the additional stress of the bottom soil layer of the raft foundation. Based on the backfill soil condition data, the deformation of the backfill soil is obtained; Based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation verification results are obtained.

[0061] It should be noted that all implementation methods in the above method embodiments are applicable to the embodiments of this device and can achieve the same technical effect.

[0062] Embodiments of the present invention also provide a computing device, including: one or more processors; and a storage device for storing one or more programs, wherein when the one or more programs are executed by the one or more processors, the one or more processors implement the parameter determination method for the flexible adjustable foundation of the tower described in the present invention. All implementations in the above method embodiments are applicable to the embodiments of this computing device and can achieve the same technical effects.

[0063] Those skilled in the art will recognize that the units and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementations should not be considered beyond the scope of this invention.

[0064] Those skilled in the art will understand that, for the sake of convenience and brevity, the specific working processes of the systems, devices, and units described above can be referred to the corresponding processes in the foregoing method embodiments, and will not be repeated here.

[0065] In the embodiments provided by this invention, it should be understood that the disclosed apparatus and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces; the indirect coupling or communication connection between apparatuses or units may be electrical, mechanical, or other forms.

[0066] The units described as separate components may or may not be physically separate. The 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 the units can be selected to achieve the purpose of this embodiment according to actual needs.

[0067] In addition, the functional units in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit.

[0068] If the aforementioned functions are implemented as software functional units and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this invention, or the part that contributes to the prior art, or a portion 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 to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods of the various embodiments of this invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, ROM, RAM, magnetic disks, or optical disks.

[0069] Furthermore, it should be noted that in the apparatus and method of the present invention, it is obvious that the components or steps can be decomposed and / or recombined. These decompositions and / or recombinations should be considered equivalent solutions of the present invention. Moreover, the steps performing the above series of processes can naturally be executed in the order described, but are not necessarily required to be executed in chronological order; some steps can be executed in parallel or independently of each other. Those skilled in the art will understand that all or any step or component of the method and apparatus of the present invention can be implemented in any computing device (including processors, storage media, etc.) or network of computing devices, in hardware, firmware, software, or a combination thereof. This is something that those skilled in the art can achieve by using their basic programming skills after reading the description of the present invention.

[0070] Therefore, the object of the present invention can also be achieved by running a program or a set of programs on any computing device. The computing device can be a known general-purpose device. Therefore, the object of the present invention can also be achieved simply by providing a program product containing program code for implementing the method or apparatus. That is, such a program product also constitutes the present invention, and the storage medium storing such a program product also constitutes the present invention. Obviously, the storage medium can be any known storage medium or any storage medium developed in the future. It should also be noted that in the apparatus and method of the present invention, it is obvious that the components or steps can be decomposed and / or recombined. These decompositions and / or recombinations should be considered equivalent to the present invention. Furthermore, the steps for performing the above series of processes can naturally be performed in the order described, but are not necessarily required to be performed in chronological order. Some steps can be performed in parallel or independently of each other.

[0071] The above description represents the preferred embodiments of the present invention. It should be noted that those skilled in the art can make various improvements and modifications without departing from the principles of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A method for determining the parameters of a flexible adjustable foundation for a tower, characterized in that, include: Acquire the initial state data of the flexible adjustable foundation of the tower, the initial state data including the first measured value of the pressure of the raft foundation and the second measured value of the pressure of each independent foundation; The measured value of the first pressure of the raft foundation is preprocessed to obtain the first pressure correction value; The measured value of the second pressure for each independent foundation is preprocessed to obtain the corrected value of the second pressure. Based on the attribute data of the raft foundation, the first theoretical pressure value is obtained; based on the attribute data of the isolated foundation, the second theoretical pressure value is obtained; the attribute data includes the inclination angle, bottom area, bottom bending moment, and bottom section moment. A first pressure target value is obtained based on the deviation rate between the first pressure correction value and the first theoretical pressure value; a second pressure target value is obtained based on the deviation rate between the second pressure correction value and the second theoretical pressure value. Based on the first theoretical pressure value, the first limit data is obtained; based on the second theoretical pressure value, the second limit data is obtained. Based on the first pressure target value, the first limit data and the bearing capacity of the bottom foundation, the second pressure target value, the second limit data and the bearing capacity of the backfill foundation, the compressive strength verification results are obtained; Based on the first limit data, the overturning resistance verification results are obtained; Based on the vertical load and settlement of the independent foundation and the condition data of the steel strand, the pull-out verification results are obtained. The compression deformation calculation results are obtained based on the deformation of the bottom soil layer and the deformation of the backfill soil. Based on the results of the compressive strength calculation, overturning strength calculation, pull-out strength calculation, and compression deformation calculation, the parameters of the flexible adjustable foundation for the tower are obtained.

2. The method for determining parameters of a flexible adjustable foundation for a tower according to claim 1, characterized in that, The flexible adjustable foundation for the tower includes: At least four independent foundations are fixedly connected to the base of the tower; each of the independent foundations is provided with a jack support point; The steel strands are fixedly connected to the independent foundation; A raft foundation that is fixedly connected to the steel strands.

3. The method for determining parameters of a flexible adjustable foundation for a tower according to claim 1, characterized in that, The measured value of the first pressure of the raft foundation is preprocessed to obtain the first pressure correction value, including: The measured value of the first pressure of the raft foundation is corrected for temperature to obtain the first pressure correction value; The measured second pressure values ​​for each independent foundation are preprocessed to obtain corrected second pressure values, including: Temperature correction is applied to the measured second pressure value for each independent foundation to obtain the corrected second pressure value.

4. The method for determining parameters of a flexible adjustable foundation for a tower according to claim 1, characterized in that, Based on the property data of the raft foundation, the theoretical value of the first pressure is obtained, including: Based on the total vertical load, weight, inclination angle, and bottom area of ​​the raft foundation, the theoretical value of the first pressure is obtained; Based on the attribute data of the independent basis, the theoretical value of the second pressure is obtained, including: The theoretical value of the second pressure is obtained based on the total vertical load, weight, inclination angle, and bottom area of ​​the independent foundation.

5. The method for determining parameters of a flexible adjustable foundation for a tower according to claim 1, characterized in that, The first pressure target value is obtained based on the deviation rate between the first pressure correction value and the first pressure theoretical value, including: If the deviation rate between the first pressure correction value and the first pressure theoretical value is less than or equal to the first preset threshold, then the first pressure correction value is taken as the first pressure target value. If the deviation rate between the first pressure correction value and the first pressure theoretical value is greater than the first preset threshold, then the first pressure correction value is calibrated and used as the first pressure target value. The second pressure target value is obtained based on the deviation rate between the second pressure correction value and the second theoretical pressure value, including: If the deviation rate between the second pressure correction value and the second theoretical pressure value is less than or equal to the second preset threshold, then the second pressure correction value is taken as the second pressure target value. If the deviation rate between the second pressure correction value and the second theoretical pressure value is greater than the second preset threshold, then the second pressure correction value is calibrated and used as the second pressure target value.

6. The method for determining parameters of a flexible adjustable foundation for a tower according to claim 1, characterized in that, Based on the first theoretical pressure value, the first limit data is obtained, including: Based on the first theoretical pressure value, the bottom bending moment and bottom resist moment of the raft foundation, the first limit data is obtained. The first limit data includes the first maximum pressure value and the first minimum pressure value. Based on the second theoretical pressure value, the second limit data is obtained, including: Based on the second theoretical pressure value, the bottom bending moment and bottom resist moment of the independent foundation, the second limit data are obtained. The second limit data includes the second maximum pressure value and the maximum uplift force.

7. The method for determining parameters of a flexible adjustable foundation for a tower according to claim 1, characterized in that, Based on the vertical load and settlement of the independent foundation and the condition data of the steel strands, the pull-out resistance verification results are obtained, including: The pull-out force on the independent foundation is obtained based on the vertical load and settlement of the independent foundation. The tensile strength is obtained based on the steel strand property data; The pull-out force and pull-out bearing capacity on the independent foundation are compared to obtain the pull-out verification results.

8. The method for determining parameters of a flexible adjustable foundation for a tower according to claim 1, characterized in that, Based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation verification results are obtained, including: The deformation of the bottom soil layer is obtained based on the additional stress of the bottom soil layer of the raft foundation. Based on the backfill soil condition data, the deformation of the backfill soil is obtained; Based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation verification results are obtained.

9. A parameter determination device for a flexible adjustable foundation for a tower, characterized in that, include: The acquisition module is used to acquire the initial state data of the flexible adjustable foundation of the tower. The initial state data includes the measured value of the first pressure of the raft foundation and the measured value of the second pressure of each independent foundation. The processing module is used to preprocess the measured value of the first pressure of the raft foundation to obtain the first pressure correction value; The measured values ​​of the second pressure for each independent foundation are preprocessed to obtain a corrected second pressure value. Based on the attribute data of the raft foundation, a theoretical first pressure value is obtained. Based on the attribute data of the independent foundation, a theoretical second pressure value is obtained. The attribute data includes inclination angle, base area, base bending moment, and base resistive moment. Based on the deviation rate between the corrected first pressure value and the theoretical first pressure value, a target first pressure value is obtained. Based on the deviation rate between the corrected second pressure value and the theoretical second pressure value, a target second pressure value is obtained. Based on the theoretical first pressure value, first limit data is obtained. Based on the theoretical second pressure value, second limit data is obtained. Based on the target first pressure value, the first limit data, the base bearing capacity, the target second pressure value, the second limit data, and the backfill soil bearing capacity, a compressive strength verification result is obtained. Based on the first limit data, an overturning resistance verification result is obtained. Based on the vertical load and settlement of the independent foundation and the condition data of the steel strand, the pull-out calculation results are obtained; based on the deformation of the bottom soil layer and the deformation of the backfill soil, the compression deformation calculation results are obtained. Based on the results of the compressive strength calculation, overturning strength calculation, pull-out strength calculation, and compression deformation calculation, the parameters of the flexible adjustable foundation for the tower are obtained.

10. A computing device, characterized in that, include: One or more processors; A storage device for storing one or more programs, which, when executed by one or more processors, cause the one or more processors to implement the method as described in any one of claims 1 to 8.

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