Real-time quality evaluation method, device and equipment for construction of stone column method and storage medium

Abstract

The application provides a stone column construction real-time quality evaluation method, device, equipment and storage medium. The method comprises the following steps: collecting the horizontal vibration acceleration data of the vibrator and the current data of the driving motor in real time when the vibrator is working; inputting the vibration acceleration data and the current data into the pre-established dynamic model to obtain the equivalent standard penetration blow count value of the current construction soil body through inversion calculation; comparing the equivalent standard penetration blow count value with the preset compactness threshold value to generate the quality evaluation result of the current construction section. The dynamic model is used to represent the quantitative correlation between the vibration acceleration data, the current data and the soil body compactness, and the soil body compactness is quantified by the standard penetration blow count value. The application realizes the real-time quantitative evaluation of the soil body compactness in the construction process, overcomes the defect of the lag of the traditional standard penetration test, the evaluation result is intuitive and reliable, the construction parameters can be adjusted in time, and the construction quality and efficiency are effectively improved.

Description

Technical Field

[0001] This invention relates to the field of construction quality evaluation technology, and in particular to a method, apparatus, equipment and storage medium for real-time quality evaluation of crushed stone pile construction. Background Technology

[0002] Vibro-compacted stone pile method is a widely used technique for reinforcing soft foundations. Its reinforcement effect mainly depends on the compaction of the soil around the pile and the pile material. Currently, standard penetration tests (SPTs) are commonly used in engineering to obtain SPT blow values, which serve as the main basis for evaluating soil compaction. However, this traditional evaluation method has significant shortcomings: First, SPTs must be conducted after the stone pile construction is completed, which is a post-construction test and cannot provide real-time feedback on changes in compaction during construction. Construction personnel cannot adjust construction parameters in a timely manner to ensure reinforcement quality. Second, the SPT operation procedure is cumbersome, requiring specialized equipment and professional technicians, resulting in low testing efficiency and making it difficult to meet the actual needs of multi-point and multi-depth quality control in large-scale construction. Third, SPTs are single-point tests, and the test results have limited representativeness, making it difficult to comprehensively reflect the overall compaction status of the entire pile and the soil within its influence range.

[0003] To address the aforementioned issues, existing technologies have attempted to indirectly determine soil compaction by monitoring the operating current of the vibratory compactor's drive motor. However, this method has inherent limitations: the current signal primarily reflects the energy consumption of the vibratory compactor, making it susceptible to interference from various factors such as grid voltage fluctuations, changes in filler volume, and the aging and wear of the equipment itself. This results in low assessment accuracy, and the lack of a clear physical correlation between the current value and soil compaction makes it difficult to establish a direct correspondence with the standard penetration test (SPT) blow values ​​widely used in engineering. Consequently, it fails to meet the engineering requirements for quantitative assessment of foundation reinforcement quality.

[0004] In summary, the problems existing in the current technology urgently need to be solved. Summary of the Invention

[0005] This invention provides a method, device, equipment, and storage medium for real-time quality evaluation of crushed stone pile construction, in order to overcome the deficiencies in the prior art and achieve a more accurate and direct reflection of the true state of interaction between the vibratory compactor and the soil.

[0006] This invention provides a real-time quality evaluation method for crushed stone pile construction, comprising: During operation, the horizontal vibration acceleration data of the vibratory impactor and the current data of the drive motor are collected in real time. Based on the pre-established dynamic model, the vibration acceleration data and current data are input into the dynamic model, and the equivalent SPT blow value of the current construction soil is obtained by inversion calculation. The equivalent standard penetration test (SPT) blow value is compared with a preset density threshold to generate the quality evaluation result of the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

[0007] According to the real-time quality evaluation method for crushed stone pile construction provided by the present invention, the dynamic model is constructed in the following manner: The vibratory compactor is simplified to a concentrated mass, and the combined resistance of soil and gravel is simplified to elastic resistance and viscous damping force. A dynamic equilibrium equation for forced vibration in the horizontal direction is established. The equation includes inertial force terms, damping force terms, elastic resistance terms, and excitation force terms. Establish the first correlation between the excitation force amplitude and the current data; Soil density is characterized by SPT blow counts, and a second correlation is established between the elastic resistance and the SPT blow count, as well as a third correlation between the viscous damping force and the SPT blow count. Substituting the first correlation, the second correlation, and the third correlation into the dynamic equilibrium equation yields a quantitative relationship between the vibration acceleration amplitude, current data, and standard penetration test (SPT) impact values.

[0008] According to the real-time quality evaluation method for crushed stone pile construction provided by the present invention, the step of simplifying the vibratory compactor as a concentrated mass, simplifying the combined resistance of soil and crushed stone as elastic resistance and viscous damping force, and establishing the dynamic equilibrium equation of forced vibration in the horizontal direction specifically includes: The vibratory shock is simplified to a lumped mass. The combined resistance of soil and gravel is simplified into elastic resistance. and viscous damping force ; The dynamic equilibrium equations for forced vibration in the horizontal direction are established as follows:

[0009] in, The horizontal acceleration of the vibrator, For vibration velocity, For vibration displacement, The frequency of vibration. This represents the amplitude of the excitation force.

[0010] According to the real-time quality evaluation method for crushed stone pile construction provided by the present invention, the step of establishing a first correlation between the excitation force amplitude and the current data specifically includes: Establish excitation force amplitude With current data Linear relationship: in, The current-excitation force coefficient, This is current data.

[0011] According to the real-time quality evaluation method for crushed stone pile construction provided by the present invention, the step of establishing a second correlation between the elastic resistance and the SPT blow value, and a third correlation between the viscous damping force and the SPT blow value, by characterizing the soil compaction through SPT blow values, specifically includes: Through standard penetration test values Characterize soil density and establish the elastic resistance. The viscous damping force Standard penetration test value Relationships: ,

[0012] in, The stiffness-density coefficient. This is the damping-density coefficient.

[0013] According to the real-time quality evaluation method for crushed stone pile construction provided by the present invention, the step of substituting the first correlation, the second correlation, and the third correlation into the dynamic equilibrium equation to obtain the quantitative relationship between vibration acceleration amplitude, current data, and standard penetration test blow value specifically includes: Substituting the correlation into the dynamic equilibrium equation, the vibration acceleration amplitude is obtained. Current data The quantitative relationship between the standard penetration test (SPT) blow value N and the standard penetration test (SPT) blow value N is as follows:

[0014] in, For current data, The frequency of vibration. The current-excitation force coefficient is... For elastic resistance, It is a viscous damping force.

[0015] According to the real-time quality evaluation method for crushed stone pile construction provided by the present invention, the unknown coefficients in the dynamic model include stiffness-density coefficient, damping-density coefficient, and current-excitation force coefficient. These unknown coefficients are determined through fitting by field calibration tests, which include: Several test piles were constructed in the same stratum, and vibration acceleration and current data were collected during the construction process. Standard penetration tests were then conducted on the soil around the piles to obtain the standard penetration blow values. Multiple sets of vibration acceleration data, current data, and SPT impact values ​​were used as samples, and the values ​​of the unknown coefficients were obtained by nonlinear fitting method.

[0016] This invention also provides a real-time quality evaluation device for crushed stone pile construction, comprising: The data acquisition module is used to collect the horizontal vibration acceleration data of the vibratory impactor and the current data of the drive motor in real time during the operation of the vibratory impactor. The model inversion module is used to input the vibration acceleration data and current data into the pre-established dynamic model and invert the calculation to obtain the equivalent SPT blow value of the current construction soil. The threshold comparison module is used to compare the equivalent standard penetration test (SPT) blow value with a preset density threshold to generate a quality evaluation result for the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

[0017] 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 real-time quality evaluation method for crushed stone pile construction as described above.

[0018] The present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the real-time quality evaluation method for crushed stone pile construction as described above.

[0019] The present invention also provides a computer program product, including a computer program that, when executed by a processor, implements the real-time quality evaluation method for crushed stone pile construction as described above.

[0020] This invention provides a real-time quality evaluation method, device, equipment, and storage medium for crushed stone pile construction. It collects horizontal vibration acceleration data and drive motor current data in real time during vibratory compaction, constructing a quantitative correlation model between vibration response and soil compaction. This enables real-time inversion and evaluation of soil compaction during construction. First, this method advances the evaluation time from the traditional post-construction testing to the construction process, overcoming the shortcomings of traditional standard penetration tests (SPTs) in terms of poor timeliness and inability to provide real-time feedback. Construction personnel can adjust construction operations promptly based on the evaluation results, effectively avoiding rework due to insufficient compaction and significantly improving construction efficiency and quality control. Second, this method directly establishes a correspondence with the engineering SPT blow values, making the evaluation results intuitive and quantifiable. This facilitates construction control by engineering technicians based on the design-required compaction standards, enhancing the standardization and operability of quality evaluation. Secondly, this method uses the vibration response of the vibratory compactor itself as the evaluation criterion. The vibratory compactor has the characteristics of high stiffness, stable motion response, and resistance to external interference. Compared with indirect judgment methods relying on current signals, it can more accurately and directly reflect the true state of the interaction between the vibratory compactor and the soil, resulting in more reliable evaluation results. Finally, this method requires minimal modification to existing construction equipment; it only requires the addition of an acceleration sensor and a matching data acquisition device to the vibratory compactor. Equipment costs are controllable, making it easy to promote and apply in engineering practice. Attached Figure Description

[0021] 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.

[0022] Figure 1 This is a flowchart illustrating the real-time quality evaluation method for crushed stone pile construction provided by the present invention. Figure 2 This is an engineering schematic diagram of the real-time quality evaluation method for crushed stone pile construction provided by the present invention; Figure 3 This is a schematic diagram of the structure of the real-time quality evaluation device for crushed stone pile construction provided by the present invention; Figure 4 This is a schematic diagram of the structure of the electronic device provided by the present invention. Detailed Implementation

[0023] 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.

[0024] To address the problems in existing technologies, this invention proposes a real-time quality evaluation method for crushed stone pile construction, aiming to more accurately and directly reflect the true state of the interaction between the vibratory compactor and the soil. The following describes this real-time quality evaluation method for crushed stone pile construction, as follows: Figure 1 As shown, including but not limited to the following steps: Step 110: During the operation of the vibratory impactor, the horizontal vibration acceleration data of the vibratory impactor and the current data of the drive motor are collected in real time.

[0025] In step 110, real-time data acquisition of the construction process is achieved by installing sensors on the vibratory compactor. Specifically, such as... Figure 2 As shown, an accelerometer is fixedly installed horizontally in the middle of the vibratory impactor to monitor its horizontal vibration response in real time. This accelerometer can be a piezoelectric or MEMS accelerometer, and its range and sensitivity should be selected according to the vibration characteristics of the vibratory impactor to ensure accurate capture of the horizontal vibration acceleration signal. Simultaneously, a current monitor is connected to the power supply circuit of the vibratory impactor's drive motor to collect the motor's operating current data in real time. The current monitor can be a Hall effect current sensor or a current detection module based on a shunt resistor, and its sampling frequency is synchronized with the accelerometer to ensure the accuracy of subsequent data processing.

[0026] In actual construction, considering the differences in vibration response of the vibratory compactor at different depths and stages, this embodiment preferably processes data at preset pile length units. For example, using 0.5 meters as a pile length unit, during the compaction stage of the vibratory compactor, vibration acceleration data and current data within this unit are collected, and their average values ​​are calculated and stored as the basis for quality evaluation at that depth. The collected data is uploaded to the data processing unit via data cable or wireless transmission for subsequent inversion calculations.

[0027] Step 120: Based on the pre-established dynamic model, input the vibration acceleration data and current data into the dynamic model, and inversely calculate the equivalent SPT blow value of the current construction soil.

[0028] The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

[0029] In step 120, the dynamic model is the core of the real-time quality evaluation of this invention. This model simplifies the lateral vibration of the vibratory compactor into a process of lateral hammering of the soil, and establishes a quantitative correlation between vibration acceleration, current and soil compaction, wherein the soil compaction is quantified using the standard penetration test blow value widely used in engineering.

[0030] Specifically, the dynamic model is constructed in the following way: First, the vibratory compactor is simplified to a concentrated mass, denoted as m. For example, the total mass of a ZCQ-55 vibratory compactor is approximately 1600 kg. The combined resistance of the soil and gravel is simplified to elastic resistance and viscous damping force, denoted as k and c, respectively, where k and c monotonically increase with increasing soil density. Based on this, the dynamic equilibrium equations for forced vibration in the horizontal direction are established:

[0031] in, The horizontal acceleration of the vibrator, For vibration velocity, For vibration displacement, The frequency of vibration. Let x be the amplitude of the excitation force. During the steady-state forced vibration stage, the displacement response is x(t) = Asin(ωt-φ), and the acceleration amplitude is a0 = Aω².

[0032] Secondly, the first correlation between the excitation force amplitude and the current data is established. The excitation force is generated by the eccentric vibration mechanism of the vibratory impactor, and its amplitude is proportional to the current I of the drive motor, i.e., F0 = kI·I, where kI is the current-excitation force coefficient.

[0033] Furthermore, soil density is characterized by the SPT blow value N, establishing a second correlation between elastic resistance and SPT blow value, and a third correlation between viscous damping force and SPT blow value. In this embodiment, to simplify the analysis, it is assumed that the elastic resistance k and viscous damping force c are linearly related to the SPT blow value N, i.e., k = α·N, c = β·N, where α is the stiffness-density coefficient and β is the damping-density coefficient.

[0034] Finally, substituting the first, second, and third correlations mentioned above into the dynamic equilibrium equation, we obtain the quantitative relationship between the vibration acceleration amplitude a0, the current data I, and the SPT impact value N:

[0035] where is the current data, is the vibration angular frequency, is the current-excitation force coefficient, is the elastic resistance, is the viscous damping force.

[0036] This quantitative relationship clearly shows that when the vibration acceleration and current data are known, the equivalent standard penetration blow count value N can be inversely solved.

[0037] It should be noted that the unknown coefficients α, β, and kI in the above model need to be determined by fitting through on-site calibration tests. The on-site calibration tests include: constructing several test piles in the same stratum, synchronously collecting vibration acceleration data and current data during the construction process, and conducting standard penetration tests on the soil around the piles to obtain the standard penetration blow count values; using the obtained multiple sets of vibration acceleration data, current data, and standard penetration blow count values as samples, and fitting the quantitative relationship by using the nonlinear least squares method to solve for the values of α, β, and kI. To ensure the fitting accuracy, the effective sample size is usually not less than 30 groups, and the fitted formula needs to be verified by data tests, with the relative error controlled within 15%.

[0038] In engineering applications, during construction, the vibration acceleration and current data are monitored in real time and substituted into the fitted dynamic model, and then the equivalent standard penetration blow count value at the current depth of the soil can be inversely calculated to achieve real-time quantitative evaluation of the compactness.

[0039] Step 130: Compare the equivalent standard penetration blow count value with a preset compactness threshold to generate a quality evaluation result for the current construction section.

[0040] In step 130, the compactness threshold is preset according to the engineering design requirements. For example, in the engineering design document, it is usually specified that the standard penetration blow count N≥30 is dense soil, N≥15 is medium-dense soil, etc. Comparing the equivalent standard penetration blow count value inversely calculated in step 120 with the preset threshold can generate a quality evaluation result for the current construction section.

[0041] If the calculated equivalent standard penetration blow count value reaches or exceeds the threshold required by the design, it is determined that the quality of the current construction section is qualified, and the subsequent construction can be continued or the vibroflot can be lifted to enter the next depth section; if the calculated value is lower than the threshold, it is determined as unqualified. At this time, the system can output an alarm signal and control the vibroflot to perform a downward penetration and repeated vibration operation at the current depth. After the soil reaches the required compactness through supplementary compaction, the construction can be continued. The delay time of the whole process does not exceed 1 minute, achieving real-time quality control in the true sense.

[0042] Through the above method, the present invention realizes real-time quantitative evaluation of soil compaction during the construction of vibratory crushing stone piles, overcoming the defects of traditional standard penetration tests such as lag, low efficiency and insufficient representativeness, providing a scientific basis for the fine adjustment of construction parameters, and effectively improving construction quality and efficiency.

[0043] As a further optional embodiment, the dynamic model is constructed in the following manner: The vibratory compactor is simplified to a concentrated mass, and the combined resistance of soil and gravel is simplified to elastic resistance and viscous damping force. A dynamic equilibrium equation for forced vibration in the horizontal direction is established. The equation includes inertial force terms, damping force terms, elastic resistance terms, and excitation force terms. Establish the first correlation between the excitation force amplitude and the current data; Soil density is characterized by SPT blow counts, and a second correlation is established between the elastic resistance and the SPT blow count, as well as a third correlation between the viscous damping force and the SPT blow count. Substituting the first correlation, the second correlation, and the third correlation into the dynamic equilibrium equation yields a quantitative relationship between the vibration acceleration amplitude, current data, and standard penetration test (SPT) impact values.

[0044] In this embodiment, the vibratory compactor is first simplified to a concentrated mass. Specifically, since the vibratory compactor itself has sufficient stiffness, its structural deformation during operation can be ignored. Therefore, the entire vibratory compactor can be regarded as a rigid point mass, and its mass is taken as the total mass of the vibratory compactor. For example, for the ZCQ-55 type vibratory compactor, the total mass is approximately 1600 kg. Simultaneously, the combined resistance of the soil and gravel is simplified to elastic resistance and viscous damping force. The elastic resistance reflects the soil's resistance to the horizontal displacement of the vibratory compactor, while the viscous damping force reflects the dissipation effect of the soil on the vibratory compactor's velocity. Both increase with increasing soil density.

[0045] Based on this, a dynamic equilibrium equation for forced vibration in the horizontal direction is established. This equation includes inertial force terms, damping force terms, elastic resistance terms, and excitation force terms. This equation describes the force balance relationship of the vibratory impactor in the horizontal direction; that is, the sum of the inertial force, damping force, and elastic resistance acting on the vibratory impactor equals the excitation force generated by the vibratory impactor. In the steady-state forced vibration stage, the solution of this equation can be expressed in the form of simple harmonic vibration, and there is a definite mathematical relationship between the vibration acceleration amplitude, the excitation force amplitude, the inherent characteristics of the system, and the damping characteristics.

[0046] Secondly, the first correlation between the excitation force amplitude and current data is established. The excitation force of the vibratory impactor is generated by the rotation of the internal eccentric block, and its amplitude is proportional to the current of the drive motor. This is because, under relatively stable voltage conditions, the motor current reflects the magnitude of the motor's output torque, and the centrifugal force generated by the rotation of the eccentric block has a definite correspondence with the torque. Therefore, by monitoring the operating current of the drive motor in real time, the magnitude of the excitation force amplitude can be indirectly obtained.

[0047] Furthermore, soil density is characterized by SPT blow counts, establishing a second correlation between the elastic resistance and the SPT blow count, and a third correlation between the viscous damping force and the SPT blow count. The SPT blow count is a standard indicator for evaluating soil density in engineering; a higher value indicates denser soil. In this embodiment, both elastic resistance and viscous damping force are expressed as functions of the SPT blow count. Specifically, it can be assumed that both have a linear relationship with the SPT blow count, i.e., elastic resistance is directly proportional to the SPT blow count, and viscous damping force is also directly proportional to the SPT blow count. This simplified assumption has good operability and fitting accuracy in engineering practice.

[0048] Finally, substituting the first, second, and third correlations into the dynamic equilibrium equations, and after algebraic transformation and simplification, a quantitative relationship between vibration acceleration amplitude, current data, and SPT blow values ​​is obtained. This relationship reveals that, given the vibration acceleration and current data, the equivalent SPT blow value of the current soil can be derived by solving this relationship, thereby achieving a real-time quantitative evaluation of soil compaction.

[0049] Through the above construction method, the dynamic model establishes a physical correlation between the vibration response of the vibratory compactor and the soil compaction, providing a theoretical basis and calculation basis for subsequent real-time quality evaluation. Those skilled in the art will understand that the simplification assumptions and linear relationships in the above construction method are only a preferred implementation. In other embodiments, other forms of correlation relationships may be used, such as nonlinear relationships or piecewise linear relationships. As long as the model parameters can be determined through field calibration tests, they all fall within the protection scope of this invention.

[0050] As a further optional embodiment, the step of simplifying the vibratory compactor as a concentrated mass, simplifying the combined resistance of the soil and gravel as elastic resistance and viscous damping force, and establishing the dynamic equilibrium equation of forced vibration in the horizontal direction specifically includes: The vibratory shock is simplified to a lumped mass. The combined resistance of soil and gravel is simplified into elastic resistance. and viscous damping force ; The dynamic equilibrium equations for forced vibration in the horizontal direction are established as follows:

[0051] in, The horizontal acceleration of the vibrator, For vibration velocity, For vibration displacement, The frequency of vibration. This represents the amplitude of the excitation force.

[0052] In this embodiment, the vibratory compactor is simplified to a lumped mass. Considering the high structural stiffness and negligible deformation of the vibratory compactor during operation, the entire vibratory compactor can be regarded as a rigid point mass, whose mass is taken as the total mass of the vibratory compactor, denoted as m. For example, for the ZCQ-55 type vibratory compactor, its total mass is approximately 1600 kg. This simplification allows the motion state of the vibratory compactor to be described with a single degree of freedom, thereby reducing the complexity of the model.

[0053] Secondly, the combined resistance of the soil and crushed stone is simplified into elastic resistance and viscous damping force. Elastic resistance reflects the soil's ability to resist the horizontal displacement of the vibratory compactor; its magnitude is proportional to the displacement, denoted by the proportionality constant k, i.e., the elastic resistance term is kx. Viscous damping force reflects the dissipation effect of the soil on the vibratory compactor's velocity; its magnitude is proportional to the velocity, denoted by the proportionality constant c, i.e., the damping force term is c. Both k and c increase with increasing soil density, and are key parameters characterizing the mechanical properties of soil.

[0054] Based on the above simplification, the dynamic equilibrium equations for forced vibration in the horizontal direction are established. According to Newton's second law, the sum of the inertial force, damping force, and elastic resistance acting on the vibratory impactor in the horizontal direction is equal to the excitation force generated by the vibratory impactor, thus yielding the following equation:

[0055] in, The horizontal acceleration of the vibrator, For vibration velocity, For vibration displacement, The angular frequency of vibration is determined by the rotational speed of the eccentric mechanism of the vibratory impactor. For example, when the rotational speed is 1450 r / min, ω is approximately 24.2 Hz. This represents the amplitude of the excitation force.

[0056] During the steady-state forced vibration stage, the solution to this equation can be expressed in the form of simple harmonic motion, x(t) = Asin(ωt). Where A is the amplitude, The phase difference is given. The acceleration is obtained by taking the second derivative with respect to the displacement. (t)= Aω2sin(ωt The magnitude of the acceleration is: a0 = | max∣=Aω2.

[0057] The dynamic equilibrium equations established through the above method directly link the vibration response (acceleration, velocity, displacement) of the vibratory compactor with the mechanical properties (elastic resistance k, damping c) and excitation characteristics (excitation force amplitude F0, frequency ω) of the soil. This lays the theoretical foundation for further constructing a quantitative relationship between vibration acceleration and soil compaction. Those skilled in the art will understand that the parameters in the above equations can be adjusted according to the actual equipment model and construction conditions. For example, different models of vibratory compactors have different masses m, and the vibration frequencies ω of different equipment may also differ, but the basic form of the equations remains unchanged.

[0058] As a further optional embodiment, the step of establishing the first correlation between the excitation force amplitude and the current data specifically includes: Establish excitation force amplitude With current data Linear relationship: in, The current-excitation force coefficient is... This is current data.

[0059] In this embodiment, the excitation force of the vibratory compactor is generated by the rotation of an internal eccentric block, and its amplitude is closely related to the output torque of the drive motor. During the operation of the vibratory compactor, the motor drives the eccentric block to rotate around its axis. The centrifugal force generated by the eccentric block is the excitation force, and its amplitude depends on the mass, eccentricity, and rotational angular velocity of the eccentric block. Under fixed equipment parameters, the amplitude of the excitation force is proportional to the motor output torque, which in turn is proportional to the motor's operating current. Therefore, a linear relationship can be established between the amplitude of the excitation force and the current data.

[0060] Specifically, the amplitude of the excitation force is denoted as Let I be the real-time collected drive motor current data. Then, the two satisfy the following linear relationship:

[0061] in, This is the current-excitation force coefficient, which physically represents the amplitude of the excitation force generated per unit current. This coefficient is determined by the structural parameters of the vibratory compactor, including the eccentric block mass, eccentricity, and motor efficiency. For the same model of vibratory compactor, It is a constant. In practical applications, It can be obtained from the equipment's factory parameters or determined through on-site calibration tests.

[0062] Through the aforementioned first correlation, the excitation force amplitude, which was originally difficult to measure directly, is transformed into current data that is easy to acquire in real time. This transformation has significant engineering implications: on the one hand, current data can be continuously and stably acquired by connecting a current monitoring instrument to the motor circuit, resulting in low data acquisition cost and high reliability; on the other hand, the current data and vibration acceleration data are acquired synchronously, facilitating subsequent joint inversion calculations.

[0063] Those skilled in the art will understand that although the aforementioned first correlation is presented in the form of a linear relationship, in actual engineering, due to factors such as motor characteristics and power supply voltage fluctuations, there may be slight nonlinear deviations between the excitation force and the current. However, within the normal operating current range of the vibratory oscillator, the linear approximation has sufficient accuracy, and system deviations can be effectively compensated through on-site calibration tests. Therefore, this linear relationship is the preferred implementation of the present invention. In other embodiments, polynomial fitting or other nonlinear relationships can also be used to describe the correlation between the excitation force amplitude and the current. As long as the parameters in the relationship can be determined through on-site data, they all fall within the protection scope of the present invention.

[0064] By establishing the aforementioned first correlation, this embodiment achieves indirect measurement of the excitation force amplitude, providing a key link for subsequently incorporating current data into the dynamic model and establishing a quantitative relationship between vibration acceleration and soil compaction.

[0065] As a further optional embodiment, the step of characterizing soil density by SPT blow count and establishing a second correlation between the elastic resistance and the SPT blow count, and a third correlation between the viscous damping force and the SPT blow count, specifically includes: Through standard penetration test values Characterize soil density and establish the elastic resistance. The viscous damping force Standard penetration test value Relationships: ,

[0066] in, The stiffness-density coefficient. This is the damping-density coefficient.

[0067] In this embodiment, the step of characterizing soil density using SPT blow values ​​and establishing a second correlation between the elastic resistance and the SPT blow values, and a third correlation between the viscous damping force and the SPT blow values, is specifically achieved through the following methods: First, the standard penetration test (SPT) blow value N is used as a quantitative index of soil compaction. The SPT blow value N is a widely used compaction evaluation standard in geotechnical engineering. Its testing method is mature, data accumulation is abundant, and it has a good correlation with engineering design parameters such as foundation bearing capacity and deformation modulus. Using the N value as the compaction characterization quantity in the model allows the quality evaluation results established in this invention to be directly aligned with current engineering design specifications, facilitating understanding and application by engineering technicians.

[0068] Secondly, a second correlation is established between elastic resistance and SPT blow count. Elastic resistance k reflects the restoring force of the soil under the horizontal displacement of the vibratory compactor, and its magnitude directly depends on the soil's compaction. Higher compaction results in closer contact between soil particles, a larger elastic modulus, and therefore, a greater elastic resistance. Based on this physical law, this embodiment assumes a linear positive correlation between elastic resistance k and SPT blow count N, i.e.:

[0069] Here, α is the stiffness-density coefficient, which physically represents the elastic resistance corresponding to a unit standard penetration test (SPT) blow value. The value of α is related to factors such as soil type and crushed stone pile construction technology, and needs to be determined through field calibration tests.

[0070] Next, a third correlation is established between the viscous damping force and the SPT blow value. The viscous damping force *c* reflects the dissipation effect of the soil on the velocity of the vibratory compactor, and its magnitude is also closely related to the soil density. The higher the density, the greater the friction between soil particles, the faster the vibration energy is dissipated, and therefore the greater the damping coefficient. Based on the same simplification, this embodiment assumes that the viscous damping force *c* and the SPT blow value *N* also have a linear positive correlation, that is:

[0071] Here, β is the damping-density coefficient, which physically represents the damping coefficient corresponding to a unit standard penetration test blow value. β also needs to be determined through field calibration tests, and like α, its value varies with soil type and construction conditions.

[0072] Through the aforementioned second and third correlations, this embodiment establishes a direct mathematical relationship between the originally abstract soil mechanics parameters k and c and the standard penetration test (SPT) blow values ​​N commonly used in engineering. This relationship has the following advantages: First, the linear relationship is simple in form, facilitating subsequent analytical derivation by substituting into the dynamic equilibrium equations; second, k and c increase synchronously with N, conforming to the physical law that both elastic resistance and damping force increase with increasing soil density; third, by determining the specific values ​​of α and β through field calibration tests, it can effectively adapt to differences in different geological conditions and construction techniques, ensuring the accuracy of the model in practical applications.

[0073] Those skilled in the art will understand that the above linear relationship is a simplified assumption based on engineering practice. In actual soil, the relationship between elastic resistance and damping force and compaction may exhibit nonlinear characteristics. Therefore, in other embodiments, polynomial functions, exponential functions, or other forms can also be used to describe the correlation between k and N, and c and N. As long as the unknown parameters in the function can be determined through field calibration tests, they fall within the scope of protection of this invention. However, the linear assumption has the advantages of fewer parameters, easier fitting, and better stability in engineering applications, and is the preferred implementation mode of this invention.

[0074] As a further optional embodiment, the step of substituting the first correlation, the second correlation, and the third correlation into the dynamic equilibrium equation to obtain a quantitative relationship between the vibration acceleration amplitude, current data, and SPT impact value specifically includes: Substituting the correlation into the dynamic equilibrium equation, the vibration acceleration amplitude is obtained. Current data The quantitative relationship between the standard penetration test (SPT) blow value N and the standard penetration test (SPT) blow value N is as follows:

[0075] in, For current data, The frequency of vibration. The current-excitation force coefficient is... For elastic resistance, It is a viscous damping force.

[0076] In this embodiment, firstly, the aforementioned relationships are substituted into the dynamic equilibrium equation. The dynamic equilibrium equation established in step 110 is as follows:

[0077] The first relationship Substituting into the right-hand side of the equation, we get:

[0078] Secondly, the acceleration response under steady-state forced vibration is solved. During the steady-state forced vibration phase, the displacement response can be expressed as x(t) = Asin(ωt). ), where A is the amplitude, The phase difference is given. The acceleration response is obtained by taking the second derivative with respect to the displacement. (t)= Aω2sin(ωt The acceleration amplitude is =∣ max∣=Aω2.

[0079] Substituting the expressions for displacement, velocity, and acceleration into the dynamic equations, and then solving in the complex domain or through trigonometric identity transformations, the relationship between the acceleration amplitude and system parameters can be obtained. Specifically, the solution to the equations shows that the acceleration amplitude a0 is related to the excitation force amplitude... The following relationship exists between the system mass mm, elastic resistance k, damping coefficient c, and vibration frequency ω:

[0080] in, For acceleration amplitude, For current data, The frequency of vibration. The current-excitation force coefficient is... For elastic resistance, It is a viscous damping force.

[0081] Finally, the second and third correlations are introduced. Substituting k=αN and c=βN into the above equation, we obtain the final quantitative relationship between the vibration acceleration amplitude, current data, and SPT impact value N:

[0082] In this equation, the vibration acceleration amplitude a0 on the left and the current data II on the right are both measured data collected in real time during construction; the vibration angular frequency ω and the vibratory impactor mass m are known equipment parameters; α, β, These are the unknown coefficients determined through field calibration tests. Therefore, this quantitative relationship establishes a mathematical connection between the measured data (a0, I) and the target to be evaluated (standard penetration test blow value N).

[0083] In practical applications, by collecting vibration acceleration amplitude and current data at a certain depth in real time and substituting them into the above relationship, the equivalent SPT blow value N of the soil at the current depth can be obtained through inversion. Specifically, since this relationship is a nonlinear equation, it can be solved using numerical iteration methods (such as the Newton-Raphson method), or the relationship can be pre-arranged into an equation with N as the unknown for calculation.

[0084] Through the above method, this embodiment achieves a complete derivation from the physical model to the mathematical formula, establishing a quantitative relationship between the vibration response (acceleration) of the vibratory compactor and the soil compaction (SPT blow count), providing a core calculation basis for subsequent real-time quality evaluation. Those skilled in the art will understand that the denominator in the above formula reflects the comprehensive impedance characteristics of the soil-gravel system; as the soil compaction increases, and The corresponding increase leads to an increase in the denominator, resulting in a decrease in the acceleration amplitude when the excitation force remains unchanged. This physical trend is consistent with engineering practice, verifying the rationality of the model.

[0085] As a further optional embodiment, the unknown coefficients in the dynamic model include stiffness-density coefficient, damping-density coefficient, and current-excitation force coefficient. These unknown coefficients are determined through fitting tests performed in the field. The field calibration tests include: Several test piles were constructed in the same stratum, and vibration acceleration and current data were collected during the construction process. Standard penetration tests were then conducted on the soil around the piles to obtain the standard penetration blow values. Multiple sets of vibration acceleration data, current data, and SPT impact values ​​were used as samples, and the values ​​of the unknown coefficients were obtained by nonlinear fitting method.

[0086] In this embodiment, the unknown coefficients in the dynamic model are determined through field calibration tests. These unknown coefficients include the stiffness-density coefficient α, the damping-density coefficient β, and the current-excitation force coefficient. Because the soil properties vary in different strata, and the structural parameters of different types of vibratory compactors also differ, the above coefficients cannot be accurately obtained through theoretical calculations. They must be calibrated on-site for specific construction equipment and site conditions. The following section provides a detailed explanation of the on-site calibration test in conjunction with the specific implementation steps.

[0087] First, select a representative test site. The test site should reflect the main geological features of the area to be constructed, avoiding calibration in localized abnormal areas. Select 3 to 5 crushed stone piles as test piles in the same stratum, with a pile spacing of not less than 3 times the pile diameter, usually more than 3 meters, to avoid mutual interference during the construction of adjacent piles affecting the accuracy of the data.

[0088] Secondly, install the data acquisition equipment. Fix the accelerometer horizontally in the middle of the vibratory impactor, ensuring the sensor axis is aligned with the horizontal vibration direction of the impactor. A piezoelectric accelerometer can be used, with a range covering the maximum acceleration value the impactor may generate during operation. The sampling frequency should ideally be no less than 10 times the vibration frequency to ensure signal integrity. Simultaneously, connect a current monitor to the power supply circuit of the impactor's drive motor to collect real-time operating current data. A Hall effect current sensor can be used, with its sampling frequency synchronized with the accelerometer.

[0089] Next, confirm the construction parameters. Record fixed parameters such as the model of the vibratory compactor, total mass m, and vibration frequency f. Clarify the operating standards for the filling material quantity, lifting speed, and compaction time during construction to ensure that the construction process of each test pile is consistent, so as to reduce the impact of fluctuations in construction parameters on the calibration results.

[0090] The standard vibratory compaction process for crushed stone piles involves drilling, filling, and compaction. During construction, real-time data on the horizontal vibration acceleration of the vibratory compactor and the current of its drive motor are collected. Considering the ease of data processing and its correlation with the standard penetration test (SPT) depth, data is collected and stored at preset pile length units. For example, using 0.5-meter units, during the compaction phase when the vibratory compactor is stationary, the acceleration amplitude and average current value during stable vibration within each unit are collected as data samples for that depth segment.

[0091] After each test pile is constructed, a standard penetration test (SPT) is conducted within 24 hours to obtain the SPT blow values ​​of the soil surrounding the pile. This time window is chosen because soil disturbance gradually recovers after construction, and the strength stabilizes after 24 hours, representing the final reinforcement effect. The arrangement of SPT test points should reflect the soil compaction within the pile reinforcement influence range. Specifically, one SPT point can be placed at 1.0 meter and 1.5 meters outside the pile core. Tests are conducted at different depths at each point, covering the entire pile length. For example, tests can be conducted at 2 meters, 4 meters, and 6 meters below ground level, and 1 meter above the pile bottom. One SPT blow value is measured at each depth, and the average value after removing outliers is taken as the representative value for that depth.

[0092] The depth-SPT blow value data obtained from the SPT test are correlated and matched with the depth-acceleration data and depth-current data recorded during construction to form four sets of correlated data: "depth-vibration acceleration amplitude-current data-SPT blow value". To ensure fitting accuracy, at least 10 sets of valid data should be obtained for a single test pile, and the total valid sample size for 3 to 5 test piles should not be less than 30 sets.

[0093] Using the collected vibration acceleration amplitude data a0, current data I, and SPT impact value N as samples, and substituting them into the aforementioned quantitative relationship:

[0094] Where the mass m of the vibratory impactor and the angular frequency ω of the vibration are known parameters, α, β, The unknown coefficients are to be fitted.

[0095] Nonlinear least squares method is used for parameter fitting. Specifically, professional mathematical software such as MATLAB, Origin, or the SciPy library in Python can be used. The above equation is taken as the objective function, and multiple sets of a0, I, N data are used as input. An iterative optimization algorithm is then used to find the α, β, ... parameters that minimize the sum of squared residuals. Numerical value.

[0096] During the fitting process, reasonable initial parameter values ​​can be set to accelerate convergence. For example, the order of magnitude of α and β can be estimated based on engineering experience, or estimated based on equipment parameters. The initial values ​​are then determined. Simultaneously, sensitivity analysis can be performed on the fitting results to examine the degree of influence of each parameter on the model output, ensuring the stability and reliability of the fitting results.

[0097] After completing the parameter fitting, five sets of independent validation data that were not involved in the fitting were selected and substituted into the fitted formula to calculate the equivalent SPT blow values, which were then compared with the N values ​​obtained from the actual SPT test. If the relative errors between the calculated and measured values ​​are all within 15%, the fitting accuracy is considered to meet the engineering requirements, and this set of coefficients can be used for the quality evaluation of subsequent construction at the same site.

[0098] If the error in the validation data exceeds 15%, the cause needs to be analyzed. Possible causes include: poor sample data quality, such as outliers or acquisition errors; insufficient sample size, preventing the fit from fully reflecting the data patterns; or significant variations in soil properties along the depth direction, making it difficult for a single parameter to comprehensively characterize the data. To address these issues, appropriate measures can be taken, such as removing outlier data, adding 5 to 10 sets of samples for refitting, or performing depth-specific calibration, until the validation error meets the requirements.

[0099] Through the above-described on-site calibration tests, this embodiment obtained model coefficients applicable to the current equipment and site. In subsequent engineering applications, construction personnel only need to collect vibration acceleration and current data in real time, substitute them into the calibrated dynamic model, and they can calculate the equivalent SPT blow value in real time, realizing real-time quality evaluation during the construction process. Those skilled in the art will understand that the coefficients determined by the calibration tests are only applicable to the same type of equipment, the same site, and similar geological conditions; when changing equipment or moving to a new site with significantly different geological conditions, calibration tests should be repeated to ensure the accuracy of the evaluation results.

[0100] The following describes the real-time quality evaluation device for crushed stone pile construction provided by this invention, such as... Figure 3 As shown, the real-time quality evaluation device for crushed stone pile construction described below and the real-time quality evaluation method for crushed stone pile construction described above can be used as a reference for each other.

[0101] A real-time quality evaluation device for crushed stone pile construction includes: The data acquisition module 310 is used to collect the horizontal vibration acceleration data and the current data of the drive motor of the vibratory impactor in real time during operation. The model inversion module 320 is used to input the vibration acceleration data and current data into the pre-established dynamic model and invert the calculation to obtain the equivalent SPT blow value of the current construction soil. The threshold comparison module 330 is used to compare the equivalent standard penetration test (SPT) value with a preset density threshold to generate a quality evaluation result for the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

[0102] Figure 4 An example is a schematic diagram of the physical structure of an electronic device, such as... Figure 4 As shown, the electronic device may include: a processor 410, a communication interface 420, a memory 430, and a communication bus 440, wherein the processor 410, the communication interface 420, and the memory 430 communicate with each other via the communication bus 440. The processor 410 can call logical instructions in the memory 430 to execute a real-time quality evaluation method for crushed stone pile construction, which includes: During operation, the horizontal vibration acceleration data of the vibratory impactor and the current data of the drive motor are collected in real time. Based on the pre-established dynamic model, the vibration acceleration data and current data are input into the dynamic model, and the equivalent SPT blow value of the current construction soil is obtained by inversion calculation. The equivalent standard penetration test (SPT) blow value is compared with a preset density threshold to generate the quality evaluation result of the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

[0103] Furthermore, the logical instructions in the aforementioned memory 430 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, 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.

[0104] On the other hand, the present invention also provides a computer program product, which includes a computer program that can be stored on a non-transitory computer-readable storage medium. When the computer program is executed by a processor, the computer is able to execute the real-time quality evaluation method for crushed stone pile construction provided by the above methods, the method including: During operation, the horizontal vibration acceleration data of the vibratory impactor and the current data of the drive motor are collected in real time. Based on the pre-established dynamic model, the vibration acceleration data and current data are input into the dynamic model, and the equivalent SPT blow value of the current construction soil is obtained by inversion calculation. The equivalent standard penetration test (SPT) blow value is compared with a preset density threshold to generate the quality evaluation result of the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

[0105] 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, implements the real-time quality evaluation method for crushed stone pile construction provided by the methods described above, the method comprising: During operation, the horizontal vibration acceleration data of the vibratory impactor and the current data of the drive motor are collected in real time. Based on the pre-established dynamic model, the vibration acceleration data and current data are input into the dynamic model, and the equivalent SPT blow value of the current construction soil is obtained by inversion calculation. The equivalent standard penetration test (SPT) blow value is compared with a preset density threshold to generate the quality evaluation result of the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

[0106] 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.

[0107] 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.

[0108] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention 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 of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A real-time quality evaluation method for crushed stone pile construction, characterized in that, include: During operation, the horizontal vibration acceleration data of the vibratory impactor and the current data of the drive motor are collected in real time. Based on the pre-established dynamic model, the vibration acceleration data and current data are input into the dynamic model, and the equivalent SPT blow value of the current construction soil is obtained by inversion calculation. The equivalent standard penetration test (SPT) blow value is compared with a preset density threshold to generate the quality evaluation result of the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

2. The real-time quality evaluation method for crushed stone pile construction according to claim 1, characterized in that, The dynamic model is constructed in the following way: The vibratory compactor is simplified to a concentrated mass, and the combined resistance of soil and gravel is simplified to elastic resistance and viscous damping force. A dynamic equilibrium equation for forced vibration in the horizontal direction is established. The equation includes inertial force terms, damping force terms, elastic resistance terms, and excitation force terms. Establish the first correlation between the excitation force amplitude and the current data; Soil density is characterized by SPT blow counts, and a second correlation is established between the elastic resistance and the SPT blow count, as well as a third correlation between the viscous damping force and the SPT blow count. Substituting the first correlation, the second correlation, and the third correlation into the dynamic equilibrium equation yields a quantitative relationship between the vibration acceleration amplitude, current data, and standard penetration test (SPT) impact values.

3. The real-time quality evaluation method for crushed stone pile construction according to claim 2, characterized in that, The step of simplifying the vibratory compactor as a concentrated mass, simplifying the combined resistance of the soil and gravel as elastic resistance and viscous damping force, and establishing the dynamic equilibrium equations for forced vibration in the horizontal direction specifically includes: Simplify the vibratory shock device into a lumped mass The combined resistance of soil and gravel is simplified into elastic resistance. and viscous damping force ; The dynamic equilibrium equations for forced vibration in the horizontal direction are established as follows: in, The horizontal acceleration of the vibrator, For vibration velocity, For vibration displacement, The frequency of vibration. This represents the amplitude of the excitation force.

4. The real-time quality evaluation method for crushed stone pile construction according to claim 3, characterized in that, The step of establishing the first correlation between the excitation force amplitude and the current data specifically includes: Establish excitation force amplitude With current data Linear relationship: in, The current-excitation force coefficient is... This is current data.

5. The real-time quality evaluation method for crushed stone pile construction according to claim 4, characterized in that, The step of characterizing soil density using SPT blow values, establishing a second correlation between the elastic resistance and the SPT blow values, and a third correlation between the viscous damping force and the SPT blow values, specifically includes: Through standard penetration test values Characterize soil density and establish the elastic resistance. The viscous damping force Standard penetration test value Relationships: ， in, The stiffness-density coefficient. This is the damping-density coefficient.

6. The real-time quality evaluation method for crushed stone pile construction according to claim 5, characterized in that, The step of substituting the first correlation, the second correlation, and the third correlation into the dynamic equilibrium equation to obtain the quantitative relationship between the vibration acceleration amplitude, current data, and SPT impact value specifically includes: Substituting the correlation into the dynamic equilibrium equation, the vibration acceleration amplitude is obtained. Current data The quantitative relationship between the standard penetration test (SPT) blow value N and the standard penetration test (SPT) blow value N is as follows: in, For current data, The frequency of vibration. The current-excitation force coefficient is... For elastic resistance, It is a viscous damping force.

7. The real-time quality evaluation method for crushed stone pile construction according to claim 1, characterized in that, The unknown coefficients in the dynamic model include stiffness-density coefficient, damping-density coefficient, and current-excitation force coefficient. These unknown coefficients are determined through fitting tests conducted in the field. The field calibration tests include: Several test piles were constructed in the same stratum, and vibration acceleration and current data were collected during the construction process. Standard penetration tests were then conducted on the soil around the piles to obtain the standard penetration blow values. Multiple sets of vibration acceleration data, current data, and SPT impact values ​​were used as samples, and the values ​​of the unknown coefficients were obtained by nonlinear fitting method.

8. A real-time quality evaluation device for crushed stone pile construction, characterized in that, include: The data acquisition module is used to collect the horizontal vibration acceleration data and drive motor current data of the vibratory impactor in real time during operation. The model inversion module is used to input the vibration acceleration data and current data into the pre-established dynamic model and invert the calculation to obtain the equivalent SPT blow value of the current construction soil. The threshold comparison module is used to compare the equivalent standard penetration test (SPT) blow value with a preset density threshold to generate a quality evaluation result for the current construction section. The dynamic model is used to characterize the quantitative correlation between the vibration acceleration data, current data and soil compaction, and the soil compaction is quantified by the standard penetration test (SPT) blow value.

9. 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 real-time quality evaluation method for crushed stone pile construction as described in any one of claims 1 to 7.

10. 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 real-time quality evaluation method for crushed stone pile construction as described in any one of claims 1 to 7.

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