Method and system for detecting quality of hydraulic reclamation silty soil dynamic compaction foundation

Abstract

The invention provides a hydraulic reclamation silty soil dynamic compaction foundation quality detection method and system, and relates to the field of foundation quality detection.The method comprises the steps that a vibration detection assembly is arranged on a hydraulic reclamation silty soil dynamic compaction foundation to be detected; carrying out a vibration detection test, and collecting vibration detection data of the hydraulic reclamation silty soil dynamic compaction foundation to be detected; determining an in-situ detection test scheme and a Rayleigh wave detection test scheme according to the vibration detection data of the to-be-detected hydraulic fill silty soil dynamic compaction foundation; according to the in-situ detection test scheme, an in-situ detection test is carried out on the hydraulic reclamation silty soil dynamic compaction foundation to be detected, and in-situ detection test data are collected; according to the Rayleigh wave detection test scheme, performing a Rayleigh wave detection test on the to-be-detected hydraulic fill silty soil dynamic compaction foundation, and collecting Rayleigh wave detection test data; according to the in-situ detection test data and the Rayleigh wave detection test data, the quality of the hydraulic reclamation silty soil dynamic compaction foundation to be detected is determined, and the method has the advantage that the efficiency and accuracy of hydraulic reclamation silty soil dynamic compaction foundation quality detection are improved.

Description

Technical Field

[0001] The invention relates to the field of foundation quality detection, and in particular to a method and system for detecting the quality of a rammed foundation of blown-fill silt soil. Background Art

[0002] Land reclamation refers to the conversion of the original sea area, lake area or river bank into land through artificial means. For coastal cities with more mountains and less land, land reclamation is a method that plays an important role in the development of limited urban space. The silt sand foundation is a foundation formed by hydraulic filling with silt sand as the main component. The existing methods for treating silt sand soil can be roughly divided into two categories. One is the physical method, which discharges pore water by impacting the soil or causing a pressure difference in the soil. The more typical methods are bagged sand well preloading method, dynamic compaction method, preloading method, vacuum preloading method, etc.; the other is the chemical method, which is to add admixtures to the silt sand soil, and the admixtures react with the material components in the soil to consolidate the soil. Among them, the dynamic compaction method is to lift the heavy hammer to a certain height by a crane and then let it fall freely, and use the impact energy generated by the heavy hammer to compact the foundation soil. This method is suitable for treating foundations such as gravel soil, sandy soil, low-saturation silt soil and clay soil. For silt fill foundation, dynamic compaction method can effectively improve the density and bearing capacity of the foundation.

[0003] After the dynamic compaction reinforcement and the completion of the dynamic compaction construction, the silty sand soil dynamic compaction foundation should be tested and used as the basis for judging the quality of the dynamic compaction construction. At present, the commonly used in-situ detection test methods are mainly: flat plate load test, cross plate shear test, standard penetration test, etc. Each detection index shows different characteristics according to the different test principles. For example, the flat plate load test is only suitable for determining the bearing capacity and deformation modulus within the main influence range of the pressure under the plate of the shallow foundation soil layer (generally buried less than 3.0m). Although the cross plate shear test can determine the shear strength of soil layers in different depth ranges, the test results are greatly affected by the unevenness of the soil layer.

[0004] Therefore, it is necessary to provide a method and system for detecting the quality of a silt-filled soil compacted foundation, so as to improve the efficiency and accuracy of detecting the quality of a silt-filled soil compacted foundation. Summary of the invention

[0005] The present invention provides a method for detecting the quality of a blister filled silt soil compacted foundation, comprising: setting a vibration detection component on the blister filled silt soil compacted foundation to be detected; performing a vibration detection test and collecting vibration detection data of the blister filled silt soil compacted foundation to be detected; determining an in-situ detection test scheme and a Rayleigh wave detection test scheme according to the vibration detection data of the blister filled silt soil compacted foundation to be detected; performing an in-situ detection test on the blister filled silt soil compacted foundation to be detected according to the in-situ detection test scheme, and collecting the in-situ detection test data; performing a Rayleigh wave detection test on the blister filled silt soil compacted foundation to be detected according to the Rayleigh wave detection test scheme, and collecting the Rayleigh wave detection test data; determining the quality of the blister filled silt soil compacted foundation to be detected according to the in-situ detection test data and the Rayleigh wave detection test data.

[0006] Furthermore, the vibration detection component includes a vibrator and a plurality of vibration sensors, the plurality of vibration sensors are arranged on foundation planes at a plurality of different depths, a plurality of horizontal vibration sensing groups are arranged on one foundation plane, the horizontal distances between any two vibration sensors of the same horizontal vibration sensing group and the vibrator are consistent, and the horizontal distances between vibration sensors of different horizontal vibration sensing groups on the same foundation plane and the vibrators are inconsistent; a plurality of vibration sensors with consistent horizontal coordinates and located at different depths constitute a group of vertical vibration sensing groups.

[0007] Furthermore, the setting of a vibration detection component in the foundation to be detected includes: obtaining foundation soil property information and construction information of the rammed earth foundation of the blister fill silt sand to be detected; determining a vibration detection scheme based on the foundation soil property information and construction information of the rammed earth foundation of the blister fill silt sand to be detected, wherein the vibration detection scheme includes multiple detection depths and the number of vibration sensors included in the horizontal vibration sensing group and the sensing angles of two adjacent vibration sensors; based on the vibration detection scheme, setting a vibration detection component in the foundation to be detected.

[0008] Furthermore, based on the vibration detection data of the rammed earth foundation to be detected, an in-situ detection test plan is determined, including: for each of the foundation planes, determining the foundation plane differentiation parameters corresponding to the foundation plane based on the vibration detection data collected by multiple horizontal vibration sensing groups arranged on the foundation plane; for each of the vertical vibration sensing groups, determining the foundation vertical differentiation parameters corresponding to the vertical vibration sensing group based on the vibration detection data collected by multiple vibration sensors of the vertical vibration sensing group; the in-situ detection test plan is determined based on the foundation plane differentiation parameters corresponding to each of the foundation planes and the foundation vertical differentiation parameters corresponding to each of the vertical vibration sensing groups.

[0009] Further, according to the vibration detection data collected by the multiple horizontal vibration sensing groups arranged on the foundation plane, the foundation plane differentiation parameters corresponding to the foundation plane are determined, including: for each horizontal vibration sensing group arranged on the foundation plane, according to the vibration detection data collected by the horizontal vibration sensing group, determining the first horizontal difference parameter corresponding to the horizontal vibration sensing group; according to the first horizontal difference parameter corresponding to each horizontal vibration sensing group, determining the second horizontal difference parameter corresponding to each horizontal vibration sensing group, wherein the foundation plane differentiation parameters corresponding to the foundation plane include the second horizontal difference parameter corresponding to each horizontal vibration sensing group arranged on the foundation plane; according to the vibration detection data collected by the multiple vibration sensors of the vertical vibration sensing group, determining the foundation vertical differentiation parameters corresponding to the vertical vibration sensing group, including: for any two adjacent vibration sensors, according to the vibration detection data collected by the two adjacent vibration sensors, calculating the vibration attenuation parameters of the two adjacent vibration sensors; according to the vibration attenuation parameters of every two adjacent vibration sensors, determining the foundation vertical differentiation parameters corresponding to the vertical vibration sensing group.

[0010] Furthermore, according to the foundation plane differentiation parameters corresponding to each of the foundation planes and the foundation vertical differentiation parameters corresponding to each of the vertical vibration sensing groups, the in-situ detection test plan is determined, including: for each of the foundation planes, according to the second horizontal difference parameters corresponding to each horizontal vibration sensing group set on the foundation plane, determining the plane area of ​​interest corresponding to the foundation plane; determining the target plane area according to the plane area of ​​interest corresponding to each of the foundation planes; determining the in-situ detection test plan according to the second horizontal difference parameters corresponding to each horizontal vibration sensing group set on each of the foundation planes and the foundation vertical differentiation parameters of the vertical vibration sensing group corresponding to the target plane area, wherein the in-situ detection test plan includes the target area, in-situ detection test items of the target area and the in-situ detection test point density.

[0011] Furthermore, based on the vibration detection data of the rammed earth foundation to be detected, a Rayleigh wave detection test scheme is determined, including: determining the survey line spacing and the survey point spacing according to the second horizontal difference parameter corresponding to each horizontal vibration sensing group set on each foundation plane and the foundation vertical difference parameter of the vertical vibration sensing group corresponding to the target plane area, wherein the Rayleigh wave detection test scheme includes the survey line spacing and the survey point spacing.

[0012] Furthermore, the in-situ detection test items include at least one of a flat plate load test, a cross plate shear test, a standard penetration test and an acoustic wave test.

[0013] Furthermore, the quality of the blister fill silt sand compaction foundation to be tested is determined based on the in-situ detection test data and the Rayleigh wave detection test data, including: determining the bearing capacity parameters of the blister fill silt sand compaction foundation to be tested based on the in-situ detection test data; determining the compactness parameters of the blister fill silt sand compaction foundation to be tested based on the Rayleigh wave detection test data.

[0014] The present invention provides a system for detecting the quality of a blast-filled silt-sand foundation, which applies the above-mentioned method for detecting the quality of a blast-filled silt-sand foundation, and comprises: a vibration test module, which is used to set a vibration detection component on the blast-filled silt-sand foundation to be detected, perform a vibration detection test, and collect vibration detection data of the blast-filled silt-sand foundation to be detected; a scheme determination module, which is used to determine an in-situ detection test scheme and a Rayleigh wave detection test scheme according to the vibration detection data of the blast-filled silt-sand foundation to be detected; an in-situ test module, which is used to perform an in-situ detection test on the blast-filled silt-sand foundation to be detected according to the in-situ detection test scheme, and collect in-situ detection test data; a Rayleigh wave test module, which is used to perform a Rayleigh wave detection test on the blast-filled silt-sand foundation to be detected according to the Rayleigh wave detection test scheme, and collect Rayleigh wave detection test data; and a quality assessment module, which is used to determine the quality of the blast-filled silt-sand foundation to be detected according to the in-situ detection test data and the Rayleigh wave detection test data.

[0015] Compared with the prior art, the method and system for detecting the quality of the silty sand soil compaction foundation provided by the present invention have at least the following beneficial effects:

[0016] 1. It is carried out directly on the foundation to be tested, which can truly reflect the actual state of the foundation. By collecting key parameters such as the bearing capacity and deformation modulus of the foundation, the strength and stability of the foundation can be accurately evaluated. Using the propagation characteristics of Rayleigh waves, physical parameters such as the density and elastic modulus of the foundation can be indirectly evaluated. Rayleigh wave detection has the advantages of high resolution, little influence from the site, simple equipment and fast speed, and is suitable for the detection of large-area foundations. Combining the two detection methods can verify and complement each other, thereby improving the accuracy and comprehensiveness of the detection. Before the formal detection, the vibration detection data can be used to initially understand the vibration characteristics and potential problems of the foundation. According to the vibration detection data, the in-situ detection test plan and the Rayleigh wave detection test plan can be formulated in a targeted manner to avoid blind detection and improve the detection efficiency. Comprehensive analysis of the in-situ detection test data and the Rayleigh wave detection test data can provide a more comprehensive understanding of the quality status of the foundation. Through data analysis, problems with the foundation can be discovered in a timely manner, and corresponding treatment measures can be taken to avoid safety hazards in subsequent construction and use. Through preliminary analysis of vibration detection data, it is possible to avoid excessive testing of foundations without obvious problems. This can not only reduce the workload of testing, but also reduce the cost of testing.

[0017] 2. The vibration sensors are set on multiple foundation planes of different depths, which can fully capture the vibration characteristics of the foundation at different depths. Multiple horizontal vibration sensing groups are set on the same foundation plane, and the horizontal distance between the vibration sensors and the vibrators of each group is consistent, which helps to analyze the vibration uniformity of the foundation on the same horizontal plane. The horizontal distances between the vibration sensors and the vibrators of different horizontal vibration sensing groups are inconsistent, which can further analyze the vibration propagation characteristics of the foundation. Multiple vibration sensors with consistent horizontal coordinates and located at different depths constitute a group of vertical vibration sensing groups, which can deeply analyze the vibration differences of the foundation in the vertical direction. By analyzing the vibration detection data, the foundation plane differentiation parameters and the foundation vertical differentiation parameters can be determined to provide accurate data support for in-situ detection tests and Rayleigh wave detection tests. According to the foundation plane differentiation parameters and the foundation vertical differentiation parameters, the plane area of ​​interest and the target plane area can be determined, so as to formulate the in-situ detection test plan in a targeted manner. The in-situ detection test plan includes the target area, the in-situ detection test items of the target area and the in-situ detection test point density to ensure the accuracy and efficiency of the detection work. Based on the vibration detection data, the spacing between the measurement lines and the measurement points of the Rayleigh wave detection test can be determined, making the detection work more scientific and reasonable. Through the preliminary analysis of the vibration detection data, it is possible to avoid excessive detection of foundations without obvious problems and reduce the detection workload. The refined setting of vibration detection components and the optimization of the detection scheme based on data can more accurately reflect the actual state of the foundation and improve the accuracy of the detection. Accurate detection schemes help to reasonably allocate detection resources and improve detection efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] This specification will be further described in the form of exemplary embodiments, which will be described in detail by the accompanying drawings. These embodiments are not restrictive, and in these embodiments, the same number represents the same structure, wherein:

[0019] Figure 1 It is a schematic diagram of the flow chart of the quality detection method of the hydraulic fill silt soil compaction foundation shown in some embodiments of this specification;

[0020] Figure 2 is a schematic diagram of a vibration detection assembly according to some embodiments of the present specification;

[0021] Figure 3 is a schematic diagram of a horizontal vibration sensing group according to some embodiments of the present specification;

[0022] Figure 4 It is a module schematic diagram of a system for detecting the quality of a blown-fill silt soil compaction foundation according to some embodiments of this specification.

[0023] In the figure, 1. vibrator; 2. vibration sensor; 3. foundation plane; 4. horizontal vibration sensing group; 5. vertical vibration sensing group. DETAILED DESCRIPTION

[0024] In order to more clearly illustrate the technical solutions of the embodiments of this specification, the following is a brief introduction to the drawings required for the description of the embodiments. Obviously, the drawings described below are only some examples or embodiments of this specification. For ordinary technicians in this field, this specification can also be applied to other similar scenarios based on these drawings without creative work. Unless it is obvious from the language environment or otherwise explained, the same reference numerals in the figures represent the same structure or operation.

[0025] Figure 1 is a flow chart of a method for detecting the quality of a silt-filled soil compaction foundation according to some embodiments of this specification, such as Figure 1 As shown, the method for detecting the quality of the rammed foundation of silt fill may include the following steps.

[0026] Step 110, a vibration detection assembly is set on the rammed foundation of the silt fill to be detected.

[0027] Figure 2 is a schematic diagram of a vibration detection component according to some embodiments of this specification, such as Figure 2 As shown, in some embodiments, the vibration detection component includes a vibrator 1 and a plurality of vibration sensors 2, wherein the vibrator 1 can generate vibrations of a certain frequency and amplitude for testing the vibration response characteristics of the blown-fill silt soil compaction foundation to be tested, and the vibration sensor 2 can sense the vibration signal in the soil of the blown-fill silt soil compaction foundation to be tested, and convert it into an electrical signal for transmission and processing. The plurality of vibration sensors 2 are arranged on foundation planes 3 of different depths, and a plurality of horizontal vibration sensing groups 4 are arranged on a foundation plane 3. Any two vibration sensors 2 of the same horizontal vibration sensing group 4 have the same horizontal distance from the vibrator 1, and the vibration sensors 2 of different horizontal vibration sensing groups 4 on the same foundation plane 3 have different horizontal distances from the vibrator 1; a plurality of vibration sensors 2 with the same horizontal coordinates and located at different depths constitute a group of vertical vibration sensing groups 5.

[0028] Figure 3 is a schematic diagram of a horizontal vibration sensing group 4 according to some embodiments of this specification, such as Figure 3 As shown, specifically, a horizontal vibration sensing group 4 includes a plurality of vibration sensors 2 arranged in a circle around a vibrator 1 .

[0029] Preferably, the arrangement of multiple horizontal vibration sensing groups 4 on different foundation planes 3 is the same. For example only, horizontal vibration sensing group B11, horizontal vibration sensing group B12 and horizontal vibration sensing group B13 are arranged on foundation plane A1, horizontal vibration sensing group B21, horizontal vibration sensing group B22 and horizontal vibration sensing group B23 are arranged on foundation plane A2, the horizontal distance between horizontal vibration sensing group B11 and vibrator 1 is consistent with the horizontal distance between horizontal vibration sensing group B21 and vibrator 1, the horizontal distance between horizontal vibration sensing group B12 and vibrator 1 is consistent with the horizontal distance between horizontal vibration sensing group B22 and vibrator 1, and the horizontal distance between horizontal vibration sensing group B13 and vibrator 1 is consistent with the horizontal distance between horizontal vibration sensing group B23 and vibrator 1.

[0030] In some embodiments, step 110 specifically includes:

[0031] Obtain the foundation soil property information and construction information of the hydraulic fill silt soil compaction foundation to be tested;

[0032] Based on the foundation soil property information and construction information of the silt-fill compacted foundation to be detected, a vibration detection scheme is determined, wherein the vibration detection scheme includes multiple detection depths and the number of vibration sensors 2 included in the horizontal vibration sensing group 4 and the sensing angles of two adjacent vibration sensors 2;

[0033] Based on the vibration detection scheme, a vibration detection component is set on the foundation to be detected.

[0034] Specifically, the soil property information of the silty sand soil compaction foundation to be tested may include density, water content, particle size distribution, etc. The construction information of the silty sand soil compaction foundation to be tested may include the weight of the rammer, the drop height, the number of ramming times, the ramming energy, the sequence of ramming construction, the arrangement of ramming points, and the ramming interval, etc.

[0035] like Figure 3 As shown, the sensing angle of two adjacent vibration sensors 2 represents the angle α of the line between the two adjacent vibration sensors 2 and the vibrator 1 included in the same horizontal vibration sensing group 4 .

[0036] A vibration detection test of multiple sample silt-filled soil compacted foundations can be performed. Different sample silt-filled soil compacted foundations have different foundation soil property information and / or construction information corresponding to at least a portion of the information. A large amount of test data is obtained to determine the differences. According to the vibration detection test of the sample silt-filled soil compacted foundation, the optimal vibration detection scheme corresponding to the sample silt-filled soil compacted foundation is determined, wherein the optimal vibration detection scheme may include an optimal detection depth and an optimal sensing angle of two adjacent vibration sensors 2.

[0037] According to the foundation soil property information and construction information of the to-be-tested blister-filled silt soil compaction foundation and the foundation soil property information and construction information of multiple sample blister-filled silt soil compaction foundations, the information similarity between the to-be-tested blister-filled silt soil compaction foundation and the sample blister-filled silt soil compaction foundation is calculated.

[0038] Specifically, the foundation soil property information and construction information can be converted into feature vectors. Each feature vector contains multiple dimensions of foundation soil property information and construction information. Example feature vectors: [water content, density, compressibility, shear strength, single-point tamping energy, number of tamping times, number of tamping passes, tamping hammer weight, tamping hammer bottom surface form, tamping amount, pore water pressure dissipation rate, foundation bearing capacity]. Calculate the cosine similarity between the feature vector of the silt sand soil compaction foundation to be tested and the feature vector of the sample silt sand soil compaction foundation.

[0039] For example, the feature vector of the ground to be detected is:

[0040] [0.8,0.2,1.6,0.1,20,2000,10,3,15,round,88,0.05,200]

[0041] Eigenvector of sample foundation 1:

[0042] [0.7,0.3,1.5,0.15,18,2500,8,2,20,round,90,0.06,190]

[0043] Eigenvector of sample foundation 2:

[0044] [0.9,0.1,1.7,0.05,22,1500,12,4,10,square,85,0.04,210]

[0045] Use cosine similarity calculation:

[0046] The cosine similarity between the ground to be tested and sample ground 1 is about 0.95. The cosine similarity between the ground to be tested and sample ground 2 is about 0.85.

[0047] The characteristic vectors of multiple sample foundations are sorted according to their information similarity, and a preset number of sample blister-filled silt sand soil compaction foundations are selected as similar sample blister-filled silt sand soil compaction foundations.

[0048] A first scheme generation model can be established, wherein the input of the first scheme generation model includes the information similarity between the to-be-tested blister fill silt soil compaction foundation and the sample blister fill silt soil compaction foundation, the optimal vibration detection scheme of the similar sample blister fill silt soil compaction foundation, and the foundation soil property information and construction information of the to-be-tested blister fill silt soil compaction foundation, the output of the first scheme generation model includes the vibration detection scheme, and the first scheme generation model can be a convolutional neural network (CNN) model.

[0049] Step 120 , performing a vibration detection test to collect vibration detection data of the hydraulically filled silt sand soil compaction foundation to be detected.

[0050] Specifically, the parameters (such as frequency, amplitude, etc.) of the vibrator 1 are adjusted, and the vibrator 1 is started to generate vibration excitation. Under the vibration excitation, the vibration sensor 2 measures the vibration response of the foundation and records the vibration data in real time.

[0051] Step 130, determining an in-situ detection test plan and a Rayleigh wave detection test plan based on the vibration detection data of the hydraulic fill silt sand compaction foundation to be detected.

[0052] In some embodiments, according to the vibration detection data of the hydraulic fill silt soil compaction foundation to be detected, an in-situ detection test plan is determined, including:

[0053] For each foundation plane 3, a foundation plane differentiation parameter corresponding to the foundation plane 3 is determined according to vibration detection data collected by a plurality of horizontal vibration sensing groups 4 arranged on the foundation plane 3;

[0054] For each vertical vibration sensing group 5, according to the vibration detection data collected by the multiple vibration sensors 2 of the vertical vibration sensing group 5, the vertical differential parameters of the foundation corresponding to the vertical vibration sensing group 5 are determined;

[0055] According to the foundation plane differentiation parameters corresponding to each foundation plane 3 and the foundation vertical differentiation parameters corresponding to each vertical vibration sensing group 5, the in-situ detection test plan is determined.

[0056] In some embodiments, according to the vibration detection data collected by the multiple horizontal vibration sensing groups 4 arranged on the foundation plane 3, the foundation plane differentiation parameter corresponding to the foundation plane 3 is determined, including:

[0057] For each horizontal vibration sensing group 4 provided on the foundation plane 3, a first horizontal difference parameter corresponding to the horizontal vibration sensing group 4 is determined according to the vibration detection data collected by the horizontal vibration sensing group 4;

[0058] According to the first horizontal difference parameter corresponding to each horizontal vibration sensing group 4, the second horizontal difference parameter corresponding to each horizontal vibration sensing group 4 is determined, wherein the foundation plane differentiation parameter corresponding to the foundation plane 3 includes the second horizontal difference parameter corresponding to each horizontal vibration sensing group 4 set on the foundation plane 3.

[0059] Specifically, for each horizontal vibration sensing group 4 set on the foundation plane 3, the vibration detection data collected by each vibration sensor 2 included in the horizontal vibration sensing group 4 can be subjected to variational modal decomposition to obtain K narrowband modal function components corresponding to the vibration detection data collected by the vibration sensor 2.

[0060] As an example only, the vibration detection data collected by each vibration sensor 2 included in the horizontal vibration sensing group 4 may be subjected to variational modal decomposition according to the following process:

[0061] S11 , preprocessing the vibration detection data collected by each vibration sensor 2 , such as denoising, filtering, etc.

[0062] S12, initialization parameters, including mode number K, penalty coefficient, convergence tolerance, initial mode signal and center frequency.

[0063] S13. Under the condition of a fixed center frequency, update each modal signal to minimize the signal reconstruction error while maintaining the smoothness of the modal signal, specifically including performing a Hilbert transform on the modal signal to obtain its unilateral spectrum, and then multiplying it by the estimated center frequency to move the spectrum to the estimated center frequency. Under the condition of a fixed modal signal, update the center frequency of each mode to ensure that the spectrum of each modal signal is concentrated in a predetermined frequency band, including calculating the spectral density of the modal signal and finding its peak position as the new center frequency, repeating the above iterative process until the objective function converges or reaches a preset accuracy tolerance, wherein the objective function is the error between the modal signal and the original signal, and the orthogonality constraint between the modal signals.

[0064] S14. When the iterative process converges, K narrowband modal function components are obtained.

[0065] For each horizontal vibration sensing group 4 provided on the foundation plane 3, component features are extracted from each narrowband modal function component corresponding to the vibration detection data collected by each vibration sensor 2 included in the horizontal vibration sensing group 4, for example, center frequency, bandwidth, spectrum density, mean, variance, peak value, kurtosis, skewness, mean, variance, maximum value, minimum value, etc. of the envelope. According to the component features of each narrowband modal function component corresponding to the vibration detection data collected by each vibration sensor 2 included in the horizontal vibration sensing group 4, the first horizontal difference parameter is calculated.

[0066] For example, the first horizontal difference parameter corresponding to the horizontal vibration sensing group 4 may be calculated according to the following formula:

[0067]

[0068] Among them, D (horizontal,1) is the first horizontal difference parameter corresponding to the horizontal vibration sensing group 4, ψ1 is a preset parameter, ψ1 is greater than 0, extracting an nth component feature from a kth narrowband modal function component corresponding to the vibration detection data collected by the m1th vibration sensor 2 included in the horizontal vibration sensing group 4, The nth component feature is extracted from the kth narrowband modal function component corresponding to the vibration detection data collected by the m2th vibration sensor 2 included in the horizontal vibration sensing group 4, where N is the number of component features and M is the total number of vibration sensors 2 included in the horizontal vibration sensing group 4.

[0069] The second horizontal difference parameter corresponding to the horizontal vibration sensing group 4 may be the degree of differentiation of vibration conduction in the remaining area after excluding the area corresponding to the horizontal vibration sensing group 4 located in the inner circle of the horizontal vibration sensing group 4. For example only, the horizontal vibration sensing group B11, the horizontal vibration sensing group B12 and the horizontal vibration sensing group B13 are arranged on the foundation plane A1, the horizontal vibration sensing group B11 is located in the inner circle of the horizontal vibration sensing group B12, and the horizontal vibration sensing group B11 and the horizontal vibration sensing group B12 are located in the inner circle of the horizontal vibration sensing group B13, then the second horizontal difference parameter corresponding to the horizontal vibration sensing group B11 is the degree of differentiation of vibration conduction in the circular area between the horizontal vibration sensing group B11 and the vibrator 1, the second horizontal difference parameter corresponding to the horizontal vibration sensing group B12 is the degree of differentiation of vibration conduction in the annular area between the horizontal vibration sensing group B11 and the horizontal vibration sensing group B12, and the second horizontal difference parameter corresponding to the horizontal vibration sensing group B13 is the degree of differentiation of vibration conduction in the annular area between the horizontal vibration sensing group B13 and the horizontal vibration sensing group B13.

[0070] Multiple multivariate linear regression models can be established, wherein one multivariate linear regression model can correspond to one horizontal vibration sensing group 4, the independent variables of the multivariate linear regression model can be the first level difference parameters corresponding to the multiple horizontal vibration sensing groups 4 and the second level difference parameters corresponding to the horizontal vibration sensing group 4 located in the inner circle of the horizontal vibration sensing group 4 corresponding to the multivariate linear regression model, and the dependent variable of the multivariate linear regression model can be the second level difference parameter of the corresponding horizontal vibration sensing group 4. Multiple groups of test data are obtained, wherein the test data can include the first level difference parameters and the second level difference parameters of multiple sample horizontal vibration sensing groups 4 located in the same plane. And the fitting parameters of multiple multivariate linear regression models are determined based on the test data through the following process:

[0071] S21, dividing the test data into multiple training sets;

[0072] S22. Use the training set to perform independent preliminary fits on multiple multivariate linear regression models;

[0073] S23, establishing a joint error function, which comprehensively considers the errors of all multivariate linear regression models;

[0074] S24, extracting a training set, performing quadratic fitting on each multivariate linear regression model, wherein the input of the multivariate linear regression model includes a second level difference parameter output by the multivariate linear regression model corresponding to the horizontal vibration sensing group 4 located in the inner circle of the horizontal vibration sensing group 4 corresponding to the multivariate linear regression model, using an optimization algorithm such as the least squares method to solve the parameters of the multiple multivariate linear regression models, and recording the fitting results of each multivariate linear regression model, including the regression coefficient, intercept term, standard error, etc.;

[0075] S25, judging whether the joint error converges to a stable value, if so, completing the fitting, if not, executing S26;

[0076] S26. Calculate the joint error value according to the joint error function, use optimization algorithms such as gradient descent, stochastic gradient descent, Newton's method, etc. to minimize the joint error function, update the parameters of each multivariate linear regression model, and execute S24.

[0077] For example, the joint error function can be:

[0078]

[0079] Among them, E joint is the joint error, R is the total number of multiple linear regression models, D (r,2,fit) is the second level difference parameter of the corresponding horizontal vibration sensing group 4 output by the rth multivariate linear regression model, D (r,2,real) is the true second level difference parameter of the horizontal vibration sensing group 4 corresponding to the rth multiple linear regression model.

[0080] In some embodiments, according to the vibration detection data collected by the multiple vibration sensors 2 of the vertical vibration sensing group 5, the vertical differential parameters of the foundation corresponding to the vertical vibration sensing group 5 are determined, including:

[0081] For any two adjacent vibration sensors 2, the vibration attenuation parameters of the two adjacent vibration sensors 2 are calculated according to the vibration detection data collected by the two adjacent vibration sensors 2;

[0082] According to the vibration attenuation parameters of every two adjacent vibration sensors 2, the vertical differential parameters of the foundation corresponding to the vertical vibration sensing group 5 are determined.

[0083] Specifically, vibration waveform data is obtained from two adjacent vibration sensors 2, respectively, and the peak values ​​(A1 and A2) of the vibration waveform data of the two adjacent vibration sensors 2 and their corresponding time intervals (T1 and T2) are determined. Wherein, A1 and A2 are the vibration amplitudes corresponding to the two adjacent peak values, and T1 and T2 are the time intervals corresponding to the two adjacent peak values. The logarithmic decay rate calculation formula is used: δ=ln(A1 / A2) / ln(T1 / T2), and the values ​​of A1, A2, T1 and T2 are substituted for calculation to obtain the logarithmic decay rate δ of the two adjacent vibration sensors 2, wherein the vibration attenuation parameters at least include the logarithmic decay rate δ.

[0084] For example, the foundation vertical differentiation parameter corresponding to the vertical vibration sensing group 5 can be calculated according to the following formula:

[0085]

[0086] Among them, D vertical is the foundation vertical differentiation parameter corresponding to vertical vibration sensing group 5, δ (h,h+1) is the logarithmic attenuation rate between the h-th vibration sensor 2 and the vibration sensor 2 adjacent to the h-th vibration sensor 2 and located below the h-th vibration sensor 2 , and H is the total number of vibration sensors 2 included in the vertical vibration sensing group 5 .

[0087] In some embodiments, according to the foundation plane differential parameters corresponding to each foundation plane 3 and the foundation vertical differential parameters corresponding to each vertical vibration sensing group 5, an in-situ detection test scheme is determined, including:

[0088] For each foundation plane 3, according to the second horizontal difference parameter corresponding to each horizontal vibration sensing group 4 set on the foundation plane 3, the plane area of ​​interest corresponding to the foundation plane 3 is determined. For example, the area corresponding to the horizontal vibration sensing group 4 whose second horizontal difference parameter is greater than the second horizontal difference parameter threshold is the plane area of ​​interest. For example, if the second horizontal difference parameter corresponding to the horizontal vibration sensing group 4B12 is greater than the second horizontal difference parameter threshold, the annular area between the horizontal vibration sensing group B11 and the horizontal vibration sensing group B12 is the plane area of ​​interest.

[0089] Determine a target plane region according to the plane region of interest corresponding to each base plane 3, wherein the target plane region may include all plane regions of interest;

[0090] According to the second horizontal difference parameters corresponding to each horizontal vibration sensing group 4 set on each foundation plane 3 and the foundation vertical differentiation parameters of the vertical vibration sensing group 5 corresponding to the target plane area, the in-situ detection test plan is determined, wherein the in-situ detection test plan includes the target area, the in-situ detection test items of the target area and the in-situ detection test point density.

[0091] Specifically, the foundation vertical differentiation parameter of the vertical vibration sensing group 5 corresponding to the target plane area may be the vertical vibration sensing group 5 to which each vibration sensor 2 included in the horizontal vibration sensing group 4 corresponding to the plane area of ​​interest belongs. For example, the annular area between the horizontal vibration sensing group B11 and the horizontal vibration sensing group B12 is the plane area of ​​interest, and the vertical vibration sensing group 5 to which each vibration sensor 2 included in the horizontal vibration sensing group B11 and the horizontal vibration sensing group B12 belongs may be used as the foundation vertical differentiation parameter of the vertical vibration sensing group 5 corresponding to the target plane area.

[0092] By manually setting preset rules, the in-situ detection test items of the target area can be determined according to the second horizontal difference parameter corresponding to the plane area of ​​interest and the foundation vertical difference parameter of the vertical vibration sensing group 5 to which each vibration sensor 2 included in the horizontal vibration sensing group 4 corresponding to the plane area of ​​interest belongs.

[0093] For each plane area of ​​interest, the density of in-situ detection test points corresponding to the plane area of ​​interest can be determined based on the second horizontal difference parameter corresponding to the plane area of ​​interest and the foundation vertical difference parameter of the vertical vibration sensing group 5 to which each vibration sensor 2 included in the horizontal vibration sensing group 4 corresponding to the plane area of ​​interest belongs.

[0094] Specifically, the in-situ detection test point density corresponding to the plane area of ​​interest can be calculated according to the following formula:

[0095]

[0096] Where η is the density of in-situ detection test points corresponding to the plane area of ​​interest, a1 and a2 are preset weights, a1 and a2 are both greater than 0, a1+a2=1, D (horizontal,2) is the second level difference parameter corresponding to the horizontal vibration sensing group 4 corresponding to the plane area of ​​interest, D (vertical,e) is the foundation vertical differentiation parameter of the vertical vibration sensing group 5 to which the e-th vibration sensor 2 included in the horizontal vibration sensing group 4 corresponding to the plane area of ​​interest belongs, E is the total number of vibration sensors 2 included in the horizontal vibration sensing group 4 corresponding to the plane area of ​​interest, ψ2 and ψ3 are preset parameters, ψ2 and ψ3 are both greater than 0, and η0 is the preset in-situ detection test point density.

[0097] In some embodiments, the in-situ detection test items include at least one of a plate load test, a cross plate shear test, a standard penetration test, and a sonic wave test.

[0098] In some embodiments, according to the vibration detection data of the hydraulic fill silt soil compaction foundation to be detected, a Rayleigh wave detection test scheme is determined, including:

[0099] According to the second horizontal difference parameter corresponding to each horizontal vibration sensing group 4 set on each foundation plane 3 and the foundation vertical difference parameter of the vertical vibration sensing group 5 corresponding to the target plane area, the survey line spacing and the survey point spacing are determined, wherein the Rayleigh wave detection test scheme includes the survey line spacing and the survey point spacing.

[0100] Specifically, the second scheme can be used to determine the model based on the second horizontal difference parameter corresponding to each plane area of ​​interest and the foundation vertical difference parameter of the vertical vibration sensing group 5 to which each vibration sensor 2 included in the horizontal vibration sensing group 4 corresponding to the plane area of ​​interest belongs, to determine the survey line spacing and the measuring point spacing, wherein the second scheme can be used to determine the model for a convolutional neural network (CNN) model.

[0101] Step 140, according to the in-situ detection test plan, an in-situ detection test is performed on the rammed silt sand foundation to be tested, and in-situ detection test data is collected.

[0102] Step 150, according to the Rayleigh wave detection test plan, a Rayleigh wave detection test is performed on the rammed silt sand foundation to be tested, and Rayleigh wave detection test data is collected.

[0103] Specifically, the detectors are arranged in the target area according to the spacing between measuring lines and measuring points, and a vibration device is used to generate Rayleigh waves on the surface of the compacted foundation of the silt fill to be tested, and it is ensured that the excited wave energy is strong enough to capture a clear signal on the detector.

[0104] Step 160, determining the quality of the silt-sand soil compaction foundation to be tested based on the in-situ test data and the Rayleigh wave test data.

[0105] In some embodiments, step 160 specifically includes:

[0106] According to the in-situ test data, determine the bearing capacity parameters of the hydraulic fill silt sand soil compaction foundation to be tested;

[0107] Based on the Rayleigh wave test data, the density parameters of the rammed foundation of the dredged silt sand to be tested are determined.

[0108] For example, in the flat plate load test, a certain area of ​​pressure plate is placed on the silty sand soil compaction foundation to be tested, and the settlement deformation of the silty sand soil compaction foundation to be tested is observed by increasing the load step by step until the silty sand soil compaction foundation to be tested reaches a destruction state or a predetermined settlement. According to the load-settlement curve, the characteristic value or ultimate bearing capacity of the silty sand soil compaction foundation to be tested can be determined. The characteristic value of the bearing capacity corresponds to the load value corresponding to a certain specified settlement on the curve.

[0109] For another example, in the cross-plate shear test, a cross-plate head is inserted into the compacted silt fill foundation to be tested, and the shear resistance of the foundation soil is measured by rotating the cross-plate. Based on the results of the cross-plate shear test, the bearing capacity of the foundation soil of the compacted silt fill foundation to be tested can be estimated.

[0110] For another example, in the standard penetration test, the standard penetration hammer is driven into the soil by free fall according to certain regulations, and the physical and mechanical properties of the soil layer are determined according to the difficulty of penetration (with the number of hammer blows N for 30cm penetration as the standard). Based on the number of hammer blows N in the standard penetration test, the bearing capacity of the foundation soil of the silt sand soil compaction foundation to be tested can be estimated. At the same time, the test can also be used to divide soil layers, determine the density of the soil and the possibility of liquefaction, etc.

[0111] For another example, the sonic test emits sonic waves in the foundation to be tested, and determines the dynamic parameters of the foundation soil by receiving and analyzing the reflected sonic wave signals. The results of the sonic test can be used to evaluate the dynamic characteristics of the foundation soil, such as stiffness and damping ratio, and thus indirectly infer the bearing capacity of the foundation.

[0112] For another example, there is a certain relationship between the propagation speed of Rayleigh waves in the foundation and the density and elastic modulus of the foundation soil. Generally speaking, the greater the density of the foundation soil and the higher the elastic modulus, the faster the propagation speed of Rayleigh waves. Therefore, the compactness of the foundation can be indirectly evaluated by measuring the propagation speed of Rayleigh waves.

[0113] Figure 4 is a schematic diagram of a module of a system for detecting the quality of a silt-fill soil compaction foundation according to some embodiments of this specification. Figure 4 As shown, the quality detection system for the silt-fill compacted foundation can include a vibration test module, a scheme determination module, an in-situ test module, a Rayleigh wave test module and a quality assessment module.

[0114] The vibration test module can be used to set a vibration detection component on the silt-filled soil compaction foundation to be tested, conduct a vibration detection test, and collect vibration detection data of the silt-filled soil compaction foundation to be tested;

[0115] The scheme determination module can be used to determine the in-situ detection test scheme and the Rayleigh wave detection test scheme based on the vibration detection data of the hydraulic fill silt soil compaction foundation to be detected;

[0116] The in-situ test module can be used to conduct in-situ test on the silt-fill compacted foundation to be tested according to the in-situ test plan, and collect in-situ test data;

[0117] The Rayleigh wave test module can be used to conduct Rayleigh wave test on the rammed foundation of dredged fill silt sand according to the Rayleigh wave test plan and collect Rayleigh wave test data;

[0118] The quality assessment module can be used to determine the quality of the silt fill compacted foundation to be tested based on the in-situ test data and the Rayleigh wave test data.

[0119] The blown-fill silt soil compaction foundation quality detection system can be used to execute the blown-fill silt soil compaction foundation quality detection method. For more descriptions of the blown-fill silt soil compaction foundation quality detection system, please refer to the relevant descriptions of the blown-fill silt soil compaction foundation quality detection method, which will not be repeated here.

[0120] Finally, it should be understood that the embodiments described in this specification are only used to illustrate the principles of the embodiments of this specification. Other variations may also fall within the scope of this specification. Therefore, as an example and not a limitation, alternative configurations of the embodiments of this specification may be considered consistent with the teachings of this specification. Accordingly, the embodiments of this specification are not limited to the embodiments explicitly introduced and described in this specification.

Claims

1. A method for testing the quality of a hydraulically filled silt soil compaction foundation, characterized in that: include: A vibration detection component is set on the rammed foundation of the silt-filled soil to be tested; Conducting a vibration detection test to collect vibration detection data of the hydraulic fill silt sand soil compaction foundation to be detected; Determine an in-situ detection test plan and a Rayleigh wave detection test plan based on the vibration detection data of the hydraulic fill silt sand soil compaction foundation to be detected; According to the in-situ detection test plan, an in-situ detection test is carried out on the hydraulic fill silt sand soil compaction foundation to be tested, and in-situ detection test data is collected; According to the Rayleigh wave detection test plan, a Rayleigh wave detection test is performed on the rammed foundation of the dredger-filled silt sand to be detected, and Rayleigh wave detection test data is collected; The quality of the hydraulically filled silt sand compaction foundation to be tested is determined based on the in-situ detection test data and the Rayleigh wave detection test data.

2. The method for detecting the quality of the silt-sand soil compaction foundation according to claim 1 is characterized in that: The vibration detection assembly includes a vibrator and a plurality of vibration sensors, wherein the plurality of vibration sensors are arranged on foundation planes of different depths, a plurality of horizontal vibration sensing groups are arranged on a foundation plane, any two vibration sensors of the same horizontal vibration sensing group are at the same horizontal distance from the vibrator, and the horizontal distances between vibration sensors of different horizontal vibration sensing groups on the same foundation plane and the vibrator are inconsistent; A plurality of vibration sensors with the same horizontal coordinates and located at different depths constitute a vertical vibration sensing group.

3. The method for detecting the quality of the hydraulic fill silt soil compaction foundation according to claim 2 is characterized in that: The step of setting a vibration detection component on the foundation to be detected includes: Obtain the foundation soil property information and construction information of the hydraulic fill silt soil compaction foundation to be tested; Based on the foundation soil property information and construction information of the silt-fill compacted foundation to be detected, a vibration detection scheme is determined, wherein the vibration detection scheme includes multiple detection depths, the number of vibration sensors included in the horizontal vibration sensing group, and the sensing angles of two adjacent vibration sensors; Based on the vibration detection scheme, a vibration detection component is set on the foundation to be detected.

4. The method for detecting the quality of the hydraulic fill silt soil compaction foundation according to claim 3 is characterized in that: According to the vibration detection data of the hydraulic fill silt soil compaction foundation to be detected, the in-situ detection test plan is determined, including: For each of the foundation planes, determining a foundation plane differentiation parameter corresponding to the foundation plane according to vibration detection data collected by a plurality of horizontal vibration sensing groups arranged on the foundation plane; For each of the vertical vibration sensing groups, determining a vertical differential parameter of the foundation corresponding to the vertical vibration sensing group according to vibration detection data collected by a plurality of vibration sensors of the vertical vibration sensing group; The in-situ detection test plan is determined according to the foundation plane differentiation parameters corresponding to each of the foundation planes and the foundation vertical differentiation parameters corresponding to each of the vertical vibration sensing groups.

5. The method for detecting the quality of the hydraulic fill silt soil compaction foundation according to claim 4 is characterized in that: Determining a foundation plane differentiation parameter corresponding to the foundation plane according to vibration detection data collected by a plurality of horizontal vibration sensing groups arranged on the foundation plane includes: For each horizontal vibration sensing group arranged on the foundation plane, determining a first horizontal difference parameter corresponding to the horizontal vibration sensing group according to vibration detection data collected by the horizontal vibration sensing group; Determine, according to the first horizontal difference parameter corresponding to each of the horizontal vibration sensing groups, a second horizontal difference parameter corresponding to each of the horizontal vibration sensing groups, wherein the foundation plane differentiation parameter corresponding to the foundation plane includes the second horizontal difference parameter corresponding to each of the horizontal vibration sensing groups set on the foundation plane; Determining the vertical differential parameters of the foundation corresponding to the vertical vibration sensing group according to the vibration detection data collected by the multiple vibration sensors of the vertical vibration sensing group includes: For any two adjacent vibration sensors, vibration attenuation parameters of the two adjacent vibration sensors are calculated according to vibration detection data collected by the two adjacent vibration sensors; According to the vibration attenuation parameters of every two adjacent vibration sensors, the vertical differentiation parameters of the foundation corresponding to the vertical vibration sensing group are determined.

6. The method for detecting the quality of the hydraulic fill silt soil compaction foundation according to claim 5 is characterized in that: Determining the in-situ detection test plan according to the foundation plane differentiation parameter corresponding to each foundation plane and the foundation vertical differentiation parameter corresponding to each vertical vibration sensing group includes: For each of the foundation planes, determining a plane region of interest corresponding to the foundation plane according to a second horizontal difference parameter corresponding to each horizontal vibration sensing group set on the foundation plane; Determine a target plane area according to a plane area of ​​interest corresponding to each of the foundation planes; The in-situ detection test plan is determined based on the second horizontal difference parameter corresponding to each horizontal vibration sensing group set on each foundation plane and the foundation vertical difference parameter of the vertical vibration sensing group corresponding to the target plane area, wherein the in-situ detection test plan includes the target area, in-situ detection test items in the target area and the in-situ detection test point density.

7. The method for detecting the quality of the hydraulic fill silt soil compaction foundation according to claim 6 is characterized in that: According to the vibration detection data of the hydraulic fill silt soil compaction foundation to be detected, the Rayleigh wave detection test plan is determined, including: The survey line spacing and the survey point spacing are determined according to the second horizontal difference parameter corresponding to each horizontal vibration sensing group set on each foundation plane and the foundation vertical difference parameter of the vertical vibration sensing group corresponding to the target plane area, wherein the Rayleigh wave detection test scheme includes the survey line spacing and the survey point spacing.

8. The method for detecting the quality of the hydraulic fill silt soil compaction foundation according to claim 6 is characterized in that: The in-situ detection test items include at least one of a flat plate load test, a cross plate shear test, a standard penetration test and an acoustic wave test.

9. The method for detecting the quality of the hydraulic fill silt soil compaction foundation according to any one of claims 1 to 8, characterized in that: Determining the quality of the hydraulic fill silt soil compaction foundation to be tested according to the in-situ test data and the Rayleigh wave test data includes: Determining the bearing capacity parameters of the hydraulic fill silt sand soil compaction foundation to be tested according to the in-situ detection test data; The compactness parameters of the hydraulically filled silt sand soil compaction foundation to be tested are determined based on the Rayleigh wave detection test data.

10. The quality detection system for the rammed foundation of silt sand filled with hydraulic fill is characterized by: The method for detecting the quality of a silty sand foundation by dynamic compaction according to any one of claims 1 to 9 comprises: A vibration test module is used to set a vibration detection component on the silt-filled soil compaction foundation to be tested, perform a vibration detection test, and collect vibration detection data of the silt-filled soil compaction foundation to be tested; A scheme determination module is used to determine an in-situ detection test scheme and a Rayleigh wave detection test scheme according to the vibration detection data of the hydraulic fill silt soil compaction foundation to be detected; An in-situ test module is used to perform an in-situ test on the rammed foundation of the dredged fill silt sand soil to be tested according to the in-situ test plan, and collect in-situ test data; A Rayleigh wave test module, for performing a Rayleigh wave test on the rammed foundation of the dredged fill silt sand soil to be tested according to the Rayleigh wave test scheme, and collecting Rayleigh wave test data; The quality assessment module is used to determine the quality of the hydraulic fill silt sand compaction foundation to be tested based on the in-situ detection test data and the Rayleigh wave detection test data.

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