Jacket pile foundation piling moving side resistance degradation calculation method and testing device

Abstract

The invention provides a jacket pile foundation piling dynamic side resistance degradation calculation method and a test device, the method comprises the following steps: firstly, determining each hammering energy of a pile foundation in a piling process, establishing an energy conversion equation, and then calculating the dynamic side resistance of a first drilling section, a second drilling section,..., and an nth drilling section in sequence, and calculating a dynamic side resistance degradation value of the drilling section corresponding to two adjacent hammering based on the dynamic side resistance. According to the jacket pile foundation piling dynamic side resistance degradation calculation method, the degradation value of the pile dynamic side resistance of the corresponding soil layer is accurately calculated on the basis of the pile foundation strain, the calculation method and the test result are combined, and the dynamic side resistance degradation value of the pile is calculated by analyzing the dynamic side resistance degradation rule. The hammering times and energy distribution in engineering can be optimized, the long-term bearing capacity of the pile foundation can be predicted more accurately, reliable data support is provided for engineering design, and the possibility of later operation and maintenance is reduced.

Description

Technical Field

[0001] This invention relates to the field of offshore wind turbine pile foundation technology, and in particular to a method and testing device for calculating the dynamic side resistance degradation of jacket pile foundations. Background Technology

[0002] Pile foundations are a common type of foundation, widely used in offshore platforms and other marine foundation engineering projects due to their high bearing capacity, adaptability, simple construction, and strong resistance to settlement. Based on their stress characteristics, pile foundations can be divided into end-bearing piles and friction piles. The former relies primarily on the contact between the pile tip and bedrock or dense soil layers for bearing capacity, while the latter relies on the frictional force of the soil along the pile side for support. Furthermore, depending on the application, pile foundations can be divided into jacket structures and monopile structures. Monopile foundations have limited maximum bearing capacity and are insufficient to support the ever-increasing power generation and loads of offshore wind turbines; therefore, jacket pile foundations are widely used.

[0003] The degradation of dynamic lateral resistance in pile foundations during piling remains unclear. In multi-segment pile construction, the dynamic attenuation mechanism of dynamic lateral resistance at the pile-soil interface remains a challenge in the industry. Traditional construction methods rely on empirical formulas to estimate lateral resistance degradation, often resulting in problems such as excessive or insufficient hammering energy. Therefore, studying the attenuation of dynamic lateral resistance in pile foundations during piling has significant engineering implications, helping to optimize construction techniques, reduce energy consumption and costs, and improve pile driving efficiency. By studying the attenuation law, pile foundation damage can be reduced, construction risks can be lowered, and the accuracy of bearing capacity prediction can be improved.

[0004] In current engineering practice, due to factors such as the harsh marine operating environment and high sensor deployment costs, real-time strain monitoring is rarely used to obtain the dynamic side friction degradation law or coefficient of soil layers with different properties. Most projects only indirectly judge the pile driving status through macroscopic parameters such as penetration depth and hammer blow count, which cannot provide accurate theoretical basis for marine pile foundation construction. Summary of the Invention

[0005] This invention aims to at least solve one of the technical problems existing in the prior art. To this end, this invention provides a method and testing device for calculating the degradation of dynamic side friction during pile driving in guide frame pile foundations, aiming to solve the problem in related technologies that cannot obtain the degradation law or coefficient of dynamic side friction of soil layers with different properties.

[0006] This invention provides a method for calculating the degradation of dynamic side resistance during pile driving in a jacket foundation, comprising:

[0007] Determine the hammer energy W for each hammer blow during the pile driving process for the pile foundation. n And establish the energy conversion equation:

[0008] W n =W n端 +Wn侧 +W n桩

[0009] Among them, W n端 Let W be the work done by the downward displacement of the pile tip during the nth hammer blow. n端 =Eε n AU n W n侧 W is the work done by the pile body against the dynamic lateral resistance during the nth hammer blow. n侧 =f1U n +f2U n +…+f n U n W n桩 The work done on the deformation of the pile during the nth hammer blow, and U n ε represents the progress of the pile at the nth hammer blow, i.e., the length of the nth drilling section. n Let f1, f2, ..., f be the strain value measured by the strain sensor (100) at the bottom of the pile during the nth hammer strike, E be the elastic modulus of the pile, A be the cross-sectional area of ​​the pile, and f1, f2, ..., f2 be the strain values ​​measured by the strain sensor (100) at the bottom of the pile. n Let be the dynamic side resistance of the first drilling segment, the second drilling segment, ..., the nth drilling segment of the pile. The average strain value measured by two strain sensors (100) at both ends of the first drilling section, the second drilling section, ..., the nth drilling section during the nth hammer strike is given. V1, V2, ..., V are the average strain values ​​measured by two strain sensors (100) at both ends of the un-drilled soil layer after the nth hammer strike. n V represents the volume of the first drilling section, the second drilling section, ..., the nth drilling section of the pile. n-∞ This represents the volume of the portion of the pile that did not penetrate the soil layer after the nth hammer blow;

[0010] Based on the energy conversion equation, the dynamic side resistance of the first drilling section, the second drilling section, ..., the nth drilling section is calculated sequentially:

[0011]

[0012] Where n takes the values ​​1, 2, ...;

[0013] Based on the dynamic side resistance of the first drilling segment, the second drilling segment, ..., the nth drilling segment, the dynamic side resistance degradation value Δf of the corresponding drilling segment at two adjacent hammer blows of the pile is calculated sequentially:

[0014] Δf (n-1)n =f n-n -f n .

[0015] The present invention provides a method for calculating the degradation of dynamic side resistance during pile driving in jacket foundations.

[0016] V n =AU n .

[0017] The present invention provides a method for calculating the degradation of dynamic side resistance during pile driving in jacket foundations.

[0018] V n-∞ =A(L-U1-U2-…U n ),

[0019] Where L is the total length of the pile.

[0020] The present invention also provides a test device for the degradation of dynamic side resistance of a jacket foundation pile driving, comprising a pile, multiple strain sensors, a displacement sensor, and a calculation module. The multiple strain sensors and the displacement sensor are all disposed on the outside of the pile, and the multiple strain sensors are distributed at equal intervals along the axial direction of the pile. The strain sensors and the displacement sensors are all communicatively connected to the calculation module. The calculation module is used to perform the above-described method for calculating the degradation of dynamic side resistance of a jacket foundation pile driving based on the data detected by the strain sensors and the displacement sensors.

[0021] The present invention also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the steps of the method for calculating the degradation of dynamic side resistance during pile driving of the jacket foundation as described above.

[0022] The present invention also provides a computer program product, including a computer program stored on a non-transitory computer-readable storage medium, the computer program including program instructions, which, when executed by a computer, enable the computer to perform the steps of the method for calculating the degradation of dynamic side resistance of the pipe foundation driving described above.

[0023] The present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements the steps of the method for calculating the dynamic side resistance degradation of the jacket foundation pile driving as described above.

[0024] The present invention has the following advantages due to the adoption of the above technical solutions:

[0025] The present invention provides a method for calculating the degradation of dynamic side resistance during pile driving of jacket foundation piles. First, it determines the hammer impact energy W for each pile driving operation. n And establish the energy conversion equation W n =W n端 +W n侧 +W n桩 W n端 =Eε n AUn W n侧 =f1U n +f2U n +…+f n U n , Then, based on the energy conversion equation, the dynamic side resistance of the first drilling segment, the second drilling segment, ..., the nth drilling segment are calculated sequentially. Then, based on the dynamic side resistance, the degradation value of the dynamic side resistance of the corresponding drilling segment at two adjacent hammer blows is calculated. The method for calculating the degradation of dynamic side resistance in jacket pile foundations provided by this invention accurately calculates the degradation value of the pile's dynamic side resistance in the corresponding soil layer based on the pile foundation strain. By combining the calculation method with test results and analyzing the degradation law of dynamic side resistance, the number of hammer blows and energy distribution in the project can be optimized, and the long-term bearing capacity of the pile foundation can be predicted more accurately. This provides reliable data support for engineering design and reduces the possibility of later operation and maintenance. This invention not only solves the problem of the difficulty in quantifying the degradation of pile foundation dynamic side resistance during pile driving, but also provides a scientific, efficient, and safe solution for offshore pile foundation construction, with significant economic and social benefits.

[0026] Furthermore, the test device for dynamic side resistance degradation of jacket foundation pile driving provided by the present invention can perform the calculation method for dynamic side resistance degradation of jacket foundation pile driving as described above, and therefore has the same advantages as described above. Attached Figure Description

[0027] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0028] Figure 1 This is a schematic diagram of the first hammer blow during pile driving according to an embodiment of the present invention;

[0029] Figure 2 This is a schematic diagram of the second hammer process during pile driving provided in an embodiment of the present invention;

[0030] Figure 3 This is a schematic diagram of the structure of the electronic device provided by the present invention.

[0031] Figure label:

[0032] 100: Strain sensor; 810: Processor; 820: Communication interface; 830: Memory; 840: Communication bus. Detailed Implementation

[0033] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0034] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0035] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0036] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0037] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "over," and "on top" of the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0038] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0039] The present invention provides a method for calculating the degradation of dynamic side resistance during pile driving of jacket foundation piles. First, it determines the hammer energy for each hammer blow during pile driving and establishes an energy conversion equation. Then, based on the energy conversion equation, it sequentially calculates the dynamic side resistance of the first drilling segment, the second drilling segment, ..., the nth drilling segment. Finally, based on the calculated dynamic side resistance, it calculates the degradation value of the dynamic side resistance of the corresponding drilling segment between two adjacent hammer blows. This method, based on pile strain, accurately calculates the degradation value of the dynamic side resistance of the corresponding soil layer. By combining the calculation method with test results and analyzing the degradation law of dynamic side resistance, it can optimize the number of hammer blows and energy distribution in engineering projects and more accurately predict the long-term bearing capacity of the pile foundation, providing reliable data support for engineering design and reducing the possibility of later operation and maintenance. This invention not only solves the problem of the difficulty in quantifying the degradation of dynamic side resistance during pile driving, but also provides a scientific, efficient, and safe solution for offshore pile foundation construction, with significant economic and social benefits.

[0040] The following is combined with Figures 1 to 3 This invention describes a method for calculating the dynamic side resistance degradation during pile driving in a jacket foundation.

[0041] An embodiment of the present invention provides a method for calculating the degradation of dynamic side resistance during pile driving in a jacket foundation, comprising the following steps:

[0042] Step S100: Determine the hammer energy W for each hammer blow during the pile driving process. n And establish the energy conversion equation:

[0043] W n =W n端 +W n侧 +W n桩

[0044] W n端 =Eε n AU n

[0045] W n侧 =f1U n +f2U n +…+f n U n

[0046]

[0047] Among them, W n端 W is the work done by the downward displacement of the pile tip during the nth hammer blow. n侧 W is the work done by the pile against the dynamic lateral resistance during the nth hammer blow. n桩 U is the work done on the deformation of the pile during the nth hammer blow. n ε represents the progress of the pile at the nth hammer blow, i.e., the length of the nth drilling section. n Let f1 be the strain value measured by strain sensor 100 at the bottom of the pile during the nth hammer strike, E be the elastic modulus of the pile, A be the cross-sectional area of ​​the pile, and f1, f2, ..., f3 be the strain values ​​measured by strain sensor 100 at the bottom of the pile. n The dynamic side resistance of the first drilling section, the second drilling section, ..., the nth drilling section of the pile. This is the average strain value measured by two strain sensors 100 at both ends of the first drilling section, the second drilling section, ..., the nth drilling section during the nth hammer strike. V1, V2, ..., V are the average strain values ​​measured by two strain sensors 100 at both ends of the un-drilled soil layer after the nth hammer strike. n V represents the volume of the first drilling section, the second drilling section, ..., the nth drilling section of the pile. n-∞ This represents the volume of the portion of the pile that did not penetrate the soil layer after the nth hammer blow;

[0048] Based on the energy conversion equation, the dynamic side resistance of the first drilling section, the second drilling section, ..., the nth drilling section is calculated sequentially:

[0049]

[0050] Where n takes the values ​​1, 2, ...;

[0051] Based on the dynamic side resistance of the first drilling segment, the second drilling segment, ..., the nth drilling segment, the dynamic side resistance degradation value Δf of the corresponding drilling segment at two adjacent hammer blows of the pile is calculated sequentially:

[0052] Δf (n-1)n =f n-1 -f n .

[0053] The following will use n=2 as an example to disclose a specific implementation.

[0054] First, determine the hammer energies W1 and W2 for the first and second hammer blows during pile driving. The energy of each hammer blow can be considered as the work W done by the downward displacement of the pile tip.端 The work W done by the pile body against dynamic lateral resistance 侧 and pile deformation W 桩 The work done consists of three parts. According to the law of conservation of energy, the energy conversion equation for each hammer blow can be obtained as W = W 端 +W 侧 +W 桩 .

[0055] Expanding the work done on each part of the right-hand side of the energy conversion equation yields the following equation:

[0056]

[0057] Where W1 is the hammering energy of the first hammer; U1 is the progress of the pile at the time of the first hammer, i.e., the length of the first drilling section; ε1 is the strain value measured by the strain sensor 100 at the bottom of the pile at the time of the first hammer; E is the elastic modulus of the pile; A is the cross-sectional area of ​​the pile; f1 is the dynamic side resistance of the drilling section at the time of the first hammer, i.e., the dynamic side resistance of the first drilling section. It is the average value of the strain measured by the two strain sensors 100 at both ends of the first drilling section; V1 is the average strain value measured by two strain sensors 100 at both ends of the section of the pile that has not penetrated the soil layer after the first hammer blow; V1 is the volume of the first drilling section of the pile. 1-∞ This represents the volume of the portion of the soil that was not drilled after the first hammer blow.

[0058] W2 is the hammering energy of the second hammer; U2 is the pile progress during the second hammer; ε2 is the strain value measured by strain sensor 100 at the bottom of the pile during the second hammer; E is the elastic modulus of the pile; A is the cross-sectional area of ​​the pile; f1 is the dynamic side resistance of the first drilling section; f2 is the dynamic side resistance of the second drilling section. This is the average strain value measured by the two strain sensors 100 at both ends of the first drilling section during the second hammer blow; This is the average strain value measured by the two strain sensors 100 at both ends of the second drilling section during the second hammer blow; V1 is the average strain value measured by two strain sensors 100 at both ends of the section of the pile that has not penetrated the soil layer after the second hammer blow; V2 is the volume of the first drilling section of the pile, and V3 is the volume of the second drilling section of the pile. 2-∞ This represents the volume of the soil layer that was not drilled after the second hammer blow.

[0059] Assuming that after the second hammer blow, all strain sensors 100 located below the stratum are in the same soil layer, the dynamic side resistance f1 of the first drilling section and the dynamic side resistance f2 of the second drilling section can be obtained according to the above formula.

[0060]

[0061] Finally, the dynamic side drag degradation value Δf is calculated using the equation Δf = f1 - f2.

[0062] The present invention provides a method for calculating the degradation of dynamic side resistance during pile driving of jacket foundation piles. Based on the pile foundation strain, it accurately calculates the degradation value of the dynamic side resistance of the corresponding soil layer. By combining the calculation method with test results and analyzing the degradation law of dynamic side resistance, it can optimize the number of hammer blows and energy distribution in engineering projects and more accurately predict the long-term bearing capacity of the pile foundation, providing reliable data support for engineering design and reducing the possibility of later operation and maintenance. This invention not only solves the problem of the difficulty in quantifying the degradation of dynamic side resistance of pile foundations during pile driving, but also provides a scientific, efficient, and safe solution for offshore pile foundation construction, with significant economic and social benefits.

[0063] In some embodiments, V n =AU n When n=1, V1=AU1, that is, the volume of the first drilling section is equal to the product of the cross-sectional area of ​​the pile and the drilling distance of the first drilling section.

[0064] In some embodiments, V n-∞ =A(L-U1-U2-…U n ), where L is the total length of the pile, and when n = 2, V 2-∞ =A(L-U1-U2).

[0065] The following describes the dynamic side resistance degradation test device for jacket foundation pile driving provided by the present invention. The dynamic side resistance degradation test device for jacket foundation pile driving described below and the dynamic side resistance degradation calculation method for jacket foundation pile driving described above can be referred to in correspondence.

[0066] Embodiments of the present invention also provide a test device for the degradation of dynamic side resistance during pile driving of jacket foundation, which is used to perform the calculation method for the degradation of dynamic side resistance during pile driving of jacket foundation as described above.

[0067] The present invention provides a test device for the dynamic side resistance degradation of a jacket foundation pile driving, comprising a pile, multiple strain sensors 100, a displacement sensor, and a calculation module. The multiple strain sensors 100 and the displacement sensor are all disposed on the outside of the pile, and the multiple strain sensors 100 are distributed at equal intervals along the axial direction of the pile. The strain sensors 100 and the displacement sensor are all communicatively connected to the calculation module. The calculation module is used to perform the calculation method for the dynamic side resistance degradation of the jacket foundation pile driving as described above based on the data detected by the strain sensors 100 and the displacement sensor.

[0068] Specifically, the strain sensors 100 can be densely arranged. After each hammer blow, the strain sensor 100 closest to the soil layer transmits the strain data to the calculation module. By arranging them densely, the distance between the strain sensors 100 and the soil layer is minimized, thereby improving the experimental accuracy.

[0069] The displacement sensor is used to transmit the drilling distance value to the calculation module after each hammer blow.

[0070] Since the test device for dynamic side resistance degradation of jacket foundation pile driving provided by the present invention can perform the above-mentioned calculation method for dynamic side resistance degradation of jacket foundation pile driving, it has the same advantages as described above.

[0071] Figure 3 An example is a schematic diagram of the physical structure of an electronic device, such as... Figure 3 As shown, the electronic device may include a processor 810, a communication interface 820, a memory 830, and a communication bus 840. The processor 810, communication interface 820, and memory 830 communicate with each other via the communication bus 840. The processor 810 can call logical instructions from the memory 830 to execute a method for calculating the degradation of dynamic lateral resistance during pile driving in a guide frame foundation.

[0072] Furthermore, the logical instructions in the aforementioned memory 830 can be implemented as software functional units and, when sold or used as independent products, can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, essentially, or the part that contributes to the prior art, or a 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 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 described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0073] On the other hand, the present invention also provides a computer program product, the computer program product including a computer program stored on a non-transitory computer-readable storage medium, the computer program including program instructions, and when the program instructions are executed by a computer, the computer is able to execute the method for calculating the dynamic side resistance degradation of the jacket pile foundation provided by the above methods.

[0074] In another aspect, the present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, is implemented to perform the above-described methods for calculating the dynamic side resistance degradation of the jacket foundation pile driving.

[0075] The device embodiments described above are merely illustrative. 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 modules can be selected to achieve the purpose of this embodiment according to actual needs. Those skilled in the art can understand and implement this without any creative effort.

[0076] Through the above description of the embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus necessary general-purpose hardware platforms, and of course, it can also be implemented by hardware. Based on this understanding, the above technical solutions, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods described in the various embodiments or some parts of the embodiments.

[0077] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this application, and not to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. These modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of this application, and they should all be covered within the scope of the claims and specification of this application. In particular, as long as there is no structural conflict, the various technical features mentioned in the embodiments can be combined in any way. This application is not limited to the specific embodiments disclosed herein, but includes all technical solutions falling within the scope of the claims.

Claims

1. A method for calculating the degradation of dynamic side resistance during pile driving in a guide frame pile foundation, characterized in that, include: Determine the hammer energy W for each hammer blow during the pile driving process for the pile foundation. n And establish the energy conversion equation: IN n =In n端 +W n侧 +W n桩 Among them, W n端 Let W be the work done by the downward displacement of the pile tip during the nth hammer blow. n端 =Eε n AU n W n侧 W is the work done by the pile body against the dynamic lateral resistance during the nth hammer blow. n侧 =f1U n +f2U n +…+f n U n W n桩 The work done on the deformation of the pile during the nth hammer blow, and U n ε represents the progress of the pile at the nth hammer blow, i.e., the length of the nth drilling section. n Let f1, f2, ..., f be the strain value measured by the strain sensor (100) at the bottom of the pile during the nth hammer strike, E be the elastic modulus of the pile, A be the cross-sectional area of ​​the pile, and f1, f2, ..., f2 be the strain values ​​measured by the strain sensor (100) at the bottom of the pile. n Let be the dynamic side resistance of the first drilling segment, the second drilling segment, ..., the nth drilling segment of the pile. The average strain value measured by two strain sensors (100) at both ends of the first drilling section, the second drilling section, ..., the nth drilling section during the nth hammer strike is given. V1, V2, ..., V are the average strain values ​​measured by two strain sensors (100) at both ends of the un-drilled soil layer after the nth hammer strike. n V represents the volume of the first drilling section, the second drilling section, ..., the nth drilling section of the pile. n-∞ This represents the volume of the portion of the pile that did not penetrate the soil layer after the nth hammer blow; Based on the energy conversion equation, the dynamic side resistance of the first drilling section, the second drilling section, ..., the nth drilling section is calculated sequentially: Where n takes the values ​​1, 2, ...; Based on the dynamic side resistance of the first drilling segment, the second drilling segment, ..., the nth drilling segment, the dynamic side resistance degradation value Δf of the corresponding drilling segment at two adjacent hammer blows of the pile is calculated sequentially: Δf (n-1)n =f n-1 -f n 。 2. The method for calculating the degradation of dynamic side resistance during pile driving in a jacket foundation according to claim 1, characterized in that, V n - AU n 。 3. The method for calculating the degradation of dynamic side resistance during pile driving in a jacket foundation according to claim 1, characterized in that, V n-∞ =A(L-U1-U2-…U n ), Where L is the total length of the pile.

4. A device for testing the degradation of dynamic side resistance during pile driving in a guide frame pile foundation, characterized in that, The system includes a pile, multiple strain sensors (100), a displacement sensor, and a calculation module. The multiple strain sensors (100) and the displacement sensor are all disposed on the outside of the pile, and the multiple strain sensors (100) are distributed at equal intervals along the axial direction of the pile. The strain sensors (100) and the displacement sensor are all communicatively connected to the calculation module. The calculation module is used to perform the method for calculating the dynamic side resistance degradation of the jacket pile foundation as described in any one of claims 1 to 3 based on the data detected by the strain sensors (100) and the displacement sensor.

5. An electronic device, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the program, it implements the steps of the method for calculating the dynamic side resistance degradation of the jacket foundation pile driving as described in any one of claims 1 to 3.

6. A computer program product, characterized in that, The method includes a computer program stored on a non-transitory computer-readable storage medium, the computer program including program instructions that, when executed by the computer, enable the computer to perform the steps of the method for calculating the dynamic side resistance degradation of the pipe foundation as described in any one of claims 1 to 3.

7. A non-transitory computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the steps of the method for calculating the dynamic side resistance degradation of the jacket pile foundation as described in any one of claims 1 to 3.

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