Saturated soil foundation reinforcement method and system based on multi-field coupling

Abstract

The invention discloses a saturated soil foundation reinforcement method and system based on multi-field coupling, particularly relates to the technical field of geotechnical engineering reinforcement, and is used for solving the problems of parameter mismatch, material waste and secondary deformation caused by lack of dynamic coupling analysis in an existing grouting process. The seepage pressure, the soil deformation rate and the slurry diffusion rate are obtained in real time; generating a multi-field collaboration parameter and correcting the multi-field collaboration parameter; identifying an abnormal region of seepage and deformation direction deviation; extracting a seepage gradient and a diffusion main direction to generate correction parameters; performing staged gradient grouting; dynamically optimizing the parameter gradient and interval; outputting a stable state control parameter; and through multi-field data collaborative analysis and closed-loop feedback control, dynamic matching of grouting parameters and stratum response is achieved, and the reinforcement precision and the engineering reliability are remarkably improved.

Description

Technical Field

[0001] The present invention relates to the technical field of geotechnical engineering reinforcement, and more particularly to a saturated soil foundation reinforcement method and system based on multi-field coupling. Background Art

[0002] Saturated soil foundations often face problems such as consolidation settlement, insufficient shear strength, and liquefaction risk during engineering reinforcement. Existing reinforcement technologies (such as vacuum preloading and chemical grouting) are mostly based on empirical parameter design and rely on manual adjustment of key parameters such as grouting volume and pressure. As a result, the reinforcement effect is significantly affected by fluctuations in geological conditions. Especially in strata with complex seepage-chemical interactions, the dynamic reaction between reinforcement materials and soil is difficult to predict, which can easily lead to problems such as local uneven reinforcement, material waste, or secondary deformation of the soil after reinforcement, restricting engineering efficiency and stability.

[0003] When dealing with the dynamic coupling of seepage and chemical fields, existing methods lack the perception and feedback mechanism of real-time changes in permeability parameters, resulting in a mismatch between grouting strategies and stratum responses. This can trigger chain reactions such as diffusion path deviation of reinforcement materials and blockage of permeability channels, aggravating uneven deformation of the soil and ultimately forming a vicious cycle of "deterioration of reinforcement effect - further mismatch of parameters", which restricts the precise control of the reinforcement process and engineering reliability. Summary of the Invention

[0004] In order to overcome the above-mentioned defects of the prior art, an embodiment of the present invention provides a saturated soil foundation reinforcement method and system based on multi-field coupling to solve the problems raised in the above-mentioned background technology.

[0005] To achieve the above object, the present invention provides the following technical solutions:

[0006] A saturated soil foundation reinforcement method based on multi-field coupling includes the following steps:

[0007] S1. Real-time acquisition of seepage pressure, soil deformation rate and slurry diffusion rate in the reinforced area;

[0008] S2. Generate multi-field synergy parameters based on the spatiotemporal correlation between seepage pressure and slurry diffusion rate, and modify the multi-field synergy parameters based on the direction of soil deformation rate;

[0009] S3. When the seepage trend in the multi-field synergy parameter deviates from the deformation direction in the opposite direction, the corresponding area is determined to be a reinforcement abnormal area;

[0010] S4. Extract the seepage pressure gradient direction and the main diffusion direction of the slurry in the abnormal reinforcement area, and generate the grouting pressure correction value and the grouting rate attenuation coefficient according to the deviation angle of the two directions and the diffusion attenuation state;

[0011] S5, driving the grouting equipment to perform staged gradient grouting based on the grouting pressure correction value and the grouting rate attenuation coefficient;

[0012] S6. Update the multi-field synergy parameters in real time. If the deviation between the seepage trend and the deformation direction does not decrease, adjust the gradient difference of the grouting pressure correction value and shorten the grouting interval.

[0013] S7. Output the grouting stage control parameters until the deviation between the seepage trend and the deformation direction is lower than the preset threshold and the multi-field synergy parameters are stable within the preset synergy range.

[0014] In a preferred embodiment, S1 includes:

[0015] S1.1. Arrange a seepage pressure sensor array in a preset grid in the reinforcement area and collect seepage pressure data at different depths;

[0016] S1.2. Distributed fiber optic displacement sensors are deployed along the surface and deep layers of the reinforced area to monitor the soil deformation rate in the horizontal and vertical directions in real time;

[0017] S1.3. Deploy concentration sensors at the outlet of the grouting pipeline and key nodes of the diffusion path to simultaneously obtain slurry diffusion rate data.

[0018] In a preferred embodiment, S2 includes:

[0019] S2.1. Divide the seepage pressure data into sliding windows according to the time series and calculate the average change rate of the seepage pressure in each window;

[0020] S2.2. Divide the spatial grid cells according to the slurry diffusion rate data and extract the diffusion spatial correlation coefficient within each grid cell;

[0021] S2.3. Superimpose the average change rate of seepage pressure and the diffusion spatial correlation coefficient according to the preset weight to generate the initial multi-field synergy parameter;

[0022] S2.4. Adjust the weight distribution of the initial multi-field synergy parameters based on the vector angle between the soil deformation rate direction and the seepage pressure change rate.

[0023] In a preferred embodiment, S3 includes:

[0024] S3.1. Calculate the vector angle based on the seepage pressure change trend and the direction of the soil deformation rate. The seepage pressure change trend is represented by the direction of the average seepage pressure change rate.

[0025] S3.2. When the vector angle is greater than or equal to a preset angle threshold, it is determined that the seepage trend deviates in the opposite direction of the deformation direction;

[0026] S3.3. Perform spatial cluster analysis on the reverse-deviation grid cells and mark the clustered areas with continuous distribution and deviation exceeding the threshold as reinforcement abnormal areas;

[0027] S3.4. Verify the validity of the abnormality determination based on the product of the amplitude of the sudden change in the seepage pressure gradient within the abnormal reinforcement area and the attenuation rate of the slurry diffusion rate.

[0028] In a preferred embodiment, S4 includes:

[0029] S4.1. Based on the spatial distribution data of seepage pressure in the reinforced abnormal area, the direction of the seepage pressure gradient is extracted by principal component analysis;

[0030] S4.2. Based on the spatial distribution of the slurry diffusion rate data, calculate the direction of the maximum diffusion rate increase as the main direction of slurry diffusion;

[0031] S4.3. Calculate the vector dot product of the seepage pressure gradient direction and the main slurry diffusion direction to obtain the cosine value of the deviation angle between the two directions;

[0032] S4.4. Based on the cosine value of the deviation angle and the time-averaged attenuation rate of the slurry diffusion rate, a grouting pressure correction value and a grouting rate attenuation coefficient are generated using a preset interpolation table.

[0033] In a preferred embodiment, S5 includes:

[0034] S5.1. Convert the grouting pressure correction value and the grouting rate attenuation coefficient into an industrial control signal, where the industrial control signal includes a pulse width modulation signal and an analog voltage signal;

[0035] S5.2. Divide the grouting stages according to the gradient difference of the grouting pressure correction value, and generate a time-pressure curve for the staged grouting;

[0036] S5.3. In each grouting stage, the grouting equipment is driven to dynamically adjust the grouting flow rate according to the grouting rate attenuation coefficient based on the time-pressure curve;

[0037] S5.4. During the operation of the grouting equipment, the deviation of the grouting pressure and flow rate is monitored in real time. When the deviation of the grouting pressure and flow rate exceeds the preset tolerance, the parameters of the current stage are reset and the process jumps to the next grouting stage.

[0038] In a preferred embodiment, S6 includes:

[0039] S6.1. Update the multi-field synergy parameters based on the real-time collected seepage pressure data and soil deformation rate data, and recalculate the deviation between the seepage trend and the deformation direction;

[0040] S6.2. If the deviation has not decreased compared to the previous grouting stage, adjust the gradient of the grouting pressure correction value according to the increase in the deviation;

[0041] S6.3. Shorten the grouting interval of the next grouting stage;

[0042] S6.4. Synchronize the adjusted gradient difference and the shortened grouting interval to the industrial control system to generate updated staged grouting instructions.

[0043] In a preferred embodiment, the greater the increase in the deviation, the greater the gradient step adjustment amplitude; and the shortening amplitude is positively correlated with the increase in the deviation.

[0044] In a preferred embodiment, S7 includes:

[0045] S7.1. Monitor the deviation between the seepage trend and the deformation direction in real time. When the deviation is lower than a preset threshold value for multiple consecutive times and the fluctuation amplitude is lower than a preset fluctuation threshold value, the termination condition is determined to be met.

[0046] S7.2. Perform a sliding window statistical analysis on the multi-field coordination parameters. If the statistical index of the multi-field coordination parameters within a preset number of windows is lower than a preset stability threshold, the multi-field coordination parameters are determined to be stable within a preset coordination range.

[0047] S7.3. Extract the grouting pressure correction value, grouting rate attenuation coefficient, and grouting interval duration of the last grouting stage before termination to generate the final grouting stage control parameters;

[0048] S7.4. Output the final grouting stage control parameters to the grouting equipment execution terminal according to the preset engineering instruction format.

[0049] In another aspect, the present invention provides a saturated soil foundation reinforcement system based on multi-field coupling, comprising:

[0050] Real-time data acquisition module: real-time acquisition of seepage pressure, soil deformation rate and slurry diffusion rate in the reinforced area;

[0051] Multi-field synergy generation module: Generates multi-field synergy parameters based on the spatiotemporal correlation between seepage pressure and slurry diffusion rate, and modifies the multi-field synergy parameters based on the direction of soil deformation rate;

[0052] Abnormal area determination module: When the seepage trend and deformation direction in the multi-field synergy parameters deviate in the opposite direction, the corresponding area is determined to be a reinforcement abnormal area;

[0053] Correction parameter generation module: extracts the seepage pressure gradient direction and the main diffusion direction of the slurry in the reinforcement abnormal area, and generates the grouting pressure correction value and grouting rate attenuation coefficient according to the deviation angle of the two directions and the diffusion attenuation state;

[0054] Gradient grouting execution module: drives the grouting equipment to perform phased gradient grouting based on the grouting pressure correction value and grouting rate attenuation coefficient;

[0055] Dynamic parameter optimization module: real-time update of multi-field synergy parameters. If the deviation between the seepage trend and the deformation direction does not decrease, the gradient difference of the grouting pressure correction value is adjusted and the grouting interval is shortened.

[0056] Control parameter output module: until the deviation between the seepage trend and the deformation direction is lower than the preset threshold and the multi-field synergy parameters are stable in the preset synergy range, the grouting stage control parameters are output.

[0057] Compared with the prior art, the present invention has the following beneficial effects:

[0058] 1. By acquiring key indicators such as seepage pressure, soil deformation rate, and slurry diffusion rate in real time during the reinforcement process, dynamically updated multi-field synergistic parameters are constructed, eliminating reliance on single parameters or empirical judgments. These multi-field synergistic parameters can reflect the coupling relationship between different action fields. When the seepage trend deviates from the soil deformation direction, abnormal areas can be quickly identified and located, allowing the grouting strategy to be promptly modified according to the actual conditions of the soil layer. By comparing and adjusting the seepage pressure gradient and the main direction of slurry diffusion, problems such as waste of reinforcement materials and insufficient local reinforcement can be effectively avoided, significantly improving reinforcement accuracy and material utilization. At the same time, the combination of staged gradient grouting and real-time updated multi-field synergistic parameters keeps the entire reinforcement process dynamically controllable, overcoming the uncertainty brought about by the traditional reliance on fixed grouting solutions and effectively preventing the hidden dangers of secondary deformation caused by changes in stratum characteristics during construction.

[0059] 2. By correcting the grouting pressure and grouting rate in real time, a multiple progressive grouting process from shallow to deep or from the periphery to the center is formed, avoiding the risk of blockage of the seepage channel and deformation instability caused by blindly increasing the grouting pressure; when the seepage trend deviates from the direction of soil deformation in the opposite direction, the grouting pressure correction value and the grouting rate attenuation coefficient will be immediately triggered to be recalculated, which can more accurately control the slurry diffusion range and prevent excessive intrusion into the surrounding unreinforced areas; this not only significantly reduces the probability of local abnormalities or uneven settlement, but also improves the consistency and stability of the overall reinforcement, providing more reliable stratum support for subsequent engineering construction; through the multi-field coordinated and segmented correction grouting method, the engineering unit can maintain flexible and efficient construction quality and progress in a complex geological environment, minimize the mismatch risk that is difficult to overcome with traditional methods, and significantly improve the overall performance and safety of saturated soil foundation reinforcement. BRIEF DESCRIPTION OF THE DRAWINGS

[0060] Figure 1This is a flow chart of a saturated soil foundation reinforcement method based on multi-field coupling according to the present invention;

[0061] Figure 2 Schematic diagram of a saturated soil foundation reinforcement method based on multi-field coupling according to the present invention;

[0062] Figure 3 This is a structural schematic diagram of a saturated soil foundation reinforcement system based on multi-field coupling according to the present invention. DETAILED DESCRIPTION

[0063] The following will provide a clear and complete description of the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts shall fall within the scope of protection of the present invention.

[0064] Example 1: Figure 1 The present invention provides a saturated soil foundation reinforcement method based on multi-field coupling, which includes the following steps:

[0065] S1. Real-time acquisition of seepage pressure, soil deformation rate and slurry diffusion rate in the reinforced area;

[0066] S2. Generate multi-field synergy parameters based on the spatiotemporal correlation between seepage pressure and slurry diffusion rate, and modify the multi-field synergy parameters based on the direction of soil deformation rate;

[0067] S3. When the seepage trend in the multi-field synergy parameter deviates from the deformation direction in the opposite direction, the corresponding area is determined to be a reinforcement abnormal area;

[0068] S4. Extract the seepage pressure gradient direction and the main diffusion direction of the slurry in the abnormal reinforcement area, and generate the grouting pressure correction value and the grouting rate attenuation coefficient according to the deviation angle of the two directions and the diffusion attenuation state;

[0069] S5, driving the grouting equipment to perform staged gradient grouting based on the grouting pressure correction value and the grouting rate attenuation coefficient;

[0070] S6. Update the multi-field synergy parameters in real time. If the deviation between the seepage trend and the deformation direction does not decrease, adjust the gradient difference of the grouting pressure correction value and shorten the grouting interval.

[0071] S7. Output the grouting stage control parameters until the deviation between the seepage trend and the deformation direction is lower than the preset threshold and the multi-field synergy parameters are stable within the preset synergy range.

[0072] S1. Real-time acquisition of seepage pressure, soil deformation rate, and slurry diffusion rate in the reinforced area, including:

[0073] like Figure 2 As shown in the figure, before construction in the reinforcement area, a sensor deployment plan is designed based on geological survey results. A seepage pressure sensor array is deployed at pre-set, evenly spaced grid points within the reinforcement area. The array comprises multiple seepage pressure sensors, each deployed at a different depth in the soil layer to collect depth-specific seepage pressure data. The sensors transmit real-time seepage pressure data to a data processing terminal via wired or wireless transmission.

[0074] Distributed fiber optic displacement sensors are buried horizontally and vertically in the surface and deep layers of the reinforced area. These sensors consist of multiple fiber optic sensing cables, extending along the direction of potential soil deformation. These cables monitor the soil's horizontal and vertical displacement in real time using optical signal demodulation equipment, and calculate the soil deformation rate based on the time series of displacement changes.

[0075] Concentration sensors are installed at the outlet of the grouting pipeline and at key nodes along the slurry diffusion path. Key nodes are determined based on the soil fracture distribution and permeability coefficient reported in the geological report. These sensors detect changes in the concentration of chemical reagents in the slurry and calculate the slurry diffusion rate based on grouting flow rate data.

[0076] The monitoring data of the seepage pressure sensor array, distributed optical fiber displacement sensor and concentration sensor are synchronously transmitted to the central processor of the industrial control system through the data acquisition module.

[0077] S2. Generate multi-field synergy parameters based on the spatiotemporal correlation between seepage pressure and slurry diffusion rate, and modify the multi-field synergy parameters based on the direction of soil deformation rate, including:

[0078] In step S2, the real-time seepage pressure data is first segmented into sliding windows according to preset time periods. For example, the sliding window length can be set to 5 to 30 minutes based on project requirements, with the overlap interval between adjacent windows being 50% of the window length. Within each sliding window, the average rate of change of the seepage pressure is calculated by dividing the difference between the maximum and minimum values ​​within the window by the time period. This is then filtered using a mean filter to eliminate noise.

[0079] The reinforced area is divided into spatial grid cells based on the slurry diffusion rate data. For example, the grid cell size is adjusted based on the permeability coefficient differences reported in the geological report, with smaller grid sizes used in areas with large permeability differences. The spatial correlation coefficient of diffusion is extracted for each grid cell. The correlation coefficient is calculated by the magnitude of the change in diffusion rate between adjacent grid cells; smaller changes indicate higher correlation coefficients.

[0080] The initial multi-field synergy parameters are generated by superimposing the average change rate of seepage pressure and the spatial correlation coefficient of diffusion according to preset weights. For example, the weight of seepage pressure is set to 0.5-0.7, and the weight of diffusion correlation is set to 0.3-0.5. The weight values ​​are optimized based on the reinforcement effects in historical engineering data.

[0081] Initial parameters are modified based on the vector angle between the direction of soil deformation rate and the rate of change of seepage pressure. For example, when the vector angle is less than 90 degrees, the seepage pressure and deformation direction are highly synergistic, and the initial weight is maintained. When the angle is greater than or equal to 90 degrees, the seepage pressure and deformation direction conflict, and the weight of the deformation rate is increased to 0.5-0.8, while the weight of the seepage pressure is correspondingly reduced. The modified parameters are verified through the data verification step and transmitted to the next step.

[0082] S3. When the seepage trend and deformation direction in the multi-field synergy parameters deviate in the opposite direction, the corresponding area is determined to be a reinforcement abnormal area, including:

[0083] The vector angle is calculated based on the direction of the average rate of change of seepage pressure and the direction of the soil deformation rate. The direction of the average rate of change of seepage pressure is determined by the trend between the maximum and minimum values ​​of the seepage pressure data within a sliding window. Specifically, the vector projection method is used to map the seepage pressure trend to a direction vector. The direction of the soil deformation rate is synthesized into a three-dimensional direction vector using the horizontal and vertical displacement data collected by the distributed fiber optic displacement sensor.

[0084] When the angle between the two vectors is greater than or equal to a preset angle threshold, the seepage trend is considered to be deviating in the opposite direction of the deformation direction. For example, the preset angle threshold is set at 90 degrees based on engineering experience. When the angle between the seepage pressure direction vector and the deformation direction vector is greater than or equal to 90 degrees, the two directions are considered to be in conflict. The preset angle threshold can be adjusted within a range of 80 to 100 degrees to adapt to different geological conditions. The adjustment is based on statistical results of cases with the best seepage-deformation synergy in historical engineering data.

[0085] Spatial clustering analysis is performed on grid cells identified as reversely deviating. For example, the connected domain labeling method is used to cluster adjacent grid cells. If the number of continuously distributed grid cells exceeds five and the deviation of each cell exceeds a preset deviation threshold, the clustered area is marked as an abnormal reinforcement area. The deviation threshold is set based on the average value of the seepage pressure gradient mutation amplitude. For example, when the gradient mutation amplitude is greater than 0.1 kPa / m, the deviation threshold is set to 10%. The specific value is calibrated through experiments.

[0086] The validity of the anomaly determination is verified by multiplying the amplitude of the seepage pressure gradient mutation within the reinforcement anomaly region by the slurry diffusion rate attenuation rate. For example, the amplitude of the seepage pressure gradient mutation is the maximum difference in seepage pressure at the edge of the reinforcement anomaly region divided by the distance, while the slurry diffusion rate attenuation rate is the proportion of the decrease in diffusion rate per unit time. When the product exceeds a preset verification threshold, the anomaly region is considered valid. The verification threshold is determined based on statistical data from successful reinforcement cases in historical projects; for example, a product greater than or equal to 0.05 is considered valid.

[0087] S4. Extract the seepage pressure gradient direction and the main diffusion direction of the slurry in the abnormal reinforcement area, and generate the grouting pressure correction value and grouting rate attenuation coefficient based on the deviation angle of the two directions and the diffusion attenuation state, including:

[0088] Based on the spatial distribution data of seepage pressure in the reinforced abnormal area, principal component analysis (PCA) was used to extract the direction of the seepage pressure gradient. PCA is a statistical method used to extract the main direction of variation from multidimensional data. Specifically, the seepage pressure data within the reinforced abnormal area was organized into a data matrix based on spatial grid cells, with the seepage pressure value of each grid cell serving as a sample in the matrix. The covariance matrix of this data matrix was calculated, and the eigenvalues ​​and eigenvectors of the covariance matrix were solved. The eigenvector corresponding to the largest eigenvalue was selected as the direction of the seepage pressure gradient. For example, if the abnormal area contains 10 grid cells, each containing seepage pressure values ​​in the east-west, north-south, and vertical directions, the dimensions of the data matrix would be 10 rows and 3 columns. After calculating the covariance matrix, if the eigenvector corresponding to the largest eigenvalue is (0.7, 0.1, 0.2), the seepage pressure gradient direction is dominant in the east-west direction. The process of extracting the seepage pressure gradient direction is completed by the data processing module in the industrial control system, which calls a pre-configured PCA function library to perform the calculations.

[0089] According to the spatial distribution of the slurry diffusion rate data, the direction of the maximum increase in the diffusion rate is calculated as the main direction of slurry diffusion. The slurry diffusion rate data is collected by concentration sensors deployed at the outlet of the grouting pipeline and the key nodes of the diffusion path. For each spatial grid unit, the diffusion rate difference between it and the adjacent units (such as the front, back, left, right, upper and lower adjacent units) is calculated. The difference calculation formula is the difference in the diffusion rate of the adjacent units divided by the unit spacing. For example, the diffusion rates of the adjacent units of a grid unit in the east and west directions are 0.5m 3 / h and 0.8m 3 / h, the unit spacing is 2 meters, then the east-west diffusion rate difference is (0.8-0.5) / 2=0.15m 3 / (h·m). The direction with the largest difference is selected as the main direction of slurry diffusion. If the differences in multiple directions are the same, the direction with the smallest angle with the seepage pressure gradient direction is preferred. For example, if the difference in the east-west direction is 0.15m3 / (h·m), the north-south difference is also 0.15m 3 / (h·m), and the angle between the east-west direction and the seepage pressure gradient direction is 30 degrees, and the angle between the north-south direction and the seepage pressure gradient direction is 60 degrees, then the east-west direction is selected as the main diffusion direction.

[0090] The dot product of the seepage pressure gradient direction and the main slurry diffusion direction is calculated and normalized to obtain the cosine of the deviation angle between the two directions. Both the seepage pressure gradient direction and the main slurry diffusion direction are expressed as three-dimensional unit vectors.

[0091] For example, the seepage pressure gradient direction vector is (0.7, 0.1, 0.2), which is normalized to (0.96, 0.14, 0.27); the slurry diffusion main direction vector is (0.8, 0.2, 0.1), which is normalized to (0.97, 0.24, 0.12). The dot product of the two vectors is 0.96 × 0.97 + 0.14 × 0.24 + 0.27 × 0.12 ≈ 0.95, and the normalized cosine value is 0.95. A negative cosine value indicates that the angle between the two directions is greater than 90 degrees, requiring significant adjustments to the grouting parameters.

[0092] Based on the cosine of the deviation angle and the time-averaged decay rate of the slurry diffusion rate, a preset interpolation table is used to generate the grouting pressure correction value and the grouting rate decay coefficient. The time-averaged decay rate is defined as the average decrease in the slurry diffusion rate per unit time.

[0093] The interpolation table is a two-dimensional table with row indices representing cosine value intervals (e.g., 0.0-0.3, 0.3-0.7, 0.7-1.0) and column indices representing time-averaged decay rate intervals (e.g., 0.0-0.01 / min, 0.01-0.05 / min, 0.05-0.1 / min). The table cells store grouting pressure correction values ​​and decay coefficients. For example, when the cosine value is 0.6 and the time-averaged decay rate is 0.03 / min, the table query yields a correction value of 1.2 times the initial grouting pressure and a decay coefficient of 0.9. The specific parameters of the interpolation table were determined through laboratory simulation tests. For example, in a sandy foundation, if the cosine value is 0.6 and the decay rate is 0.03 / min, the test shows that a correction value of 1.2 times the initial grouting pressure can effectively improve the diffusion path deviation.

[0094] It's worth noting that under unusual geological conditions, such as when groundwater velocity interferes, the interpolation table must be dynamically adjusted based on real-time field data. For example, if the groundwater velocity exceeds 0.5 m / s, the time-averaged attenuation threshold is increased by 20% to compensate for the effect of water flow on slurry diffusion. These dynamic adjustment rules are derived from engineering experience and pre-set in the industrial control system's parameter configuration file.

[0095] S5. Driving the grouting equipment to perform staged gradient grouting based on the grouting pressure correction value and the grouting rate attenuation coefficient, including:

[0096] The grouting pressure correction value and the grouting rate attenuation coefficient are converted into industrial control signals. The grouting pressure correction value is a unitless proportional coefficient. For example, a correction value of 1.2 means that the grouting pressure should be adjusted to 1.2 times the initial pressure. The grouting rate attenuation coefficient is a value between 0 and 1. For example, an attenuation coefficient of 0.9 means that the grouting rate should be adjusted to 90% of the initial rate.

[0097] Industrial control signals consist of pulse-width modulation (PWM) and analog voltage signals. The conversion process is as follows: A digital-to-analog converter (DAC) maps the grouting pressure correction value to an analog voltage signal with a voltage range of 0-10V, corresponding to a correction value of 1.0-2.0. A pulse-width modulation module converts the grouting rate attenuation coefficient into a duty cycle signal with a duty cycle range of 10%-90%, corresponding to an attenuation coefficient of 0.1-0.9. For example, a correction value of 1.2 corresponds to an analog voltage of 6V, and an attenuation coefficient of 0.8 corresponds to a duty cycle of 72%.

[0098] The grouting stages are divided according to the gradient difference of the grouting pressure correction value. The gradient difference is the difference between the grouting pressure correction values ​​of adjacent stages. For example, the correction value increases from 1.0 to 1.5. When the gradient difference is 0.1, it is divided into 5 stages: 1.0, 1.1, 1.2, 1.3, 1.4, and 1.5. The time-pressure curve of the staged grouting is generated by linear interpolation. The duration of each stage is 5 minutes, and the pressure changes linearly from the starting value of the current stage correction value to the target value. For example, the correction value of stage 1 is 1.0 to 1.1, and the pressure increases linearly from 10 MPa to 11 MPa for 5 minutes. The time-pressure curve is stored in the memory of the industrial control system and output to the grouting equipment through the signal generator module.

[0099] In each grouting stage, the grouting equipment is driven based on the time-pressure curve to dynamically adjust the grouting flow rate according to the grouting rate attenuation coefficient. The grouting flow rate adjustment rule is: grouting rate in the current stage = initial rate × attenuation coefficient × pressure correction value. For example, the initial rate is 2m 3 / h, attenuation coefficient 0.9, correction value 1.2, then the current speed is 2×0.9×1.2=2.16m 3 / h. Flow adjustment is controlled by a proportional valve, whose opening is linearly related to the target flow rate. The adjustment cycle is to read the pressure and flow sensor data every 30 seconds. If the actual flow rate deviates from the target flow rate by more than 5%, the proportional valve opening is fine-tuned by 10% of the deviation value.

[0100] During grouting equipment operation, the grouting pressure and flow deviation are monitored in real time. The pressure deviation is the percentage difference between the actual pressure and the target value of the time-pressure curve, and the flow deviation is the percentage difference between the actual flow and the calculated flow.

[0101] Preset tolerances are set based on equipment accuracy and project requirements, such as ±5% for pressure and ±10% for flow. When pressure or flow deviation exceeds these tolerances, the parameters for the current stage are reset and the process jumps to the next grouting stage. For example, if the pressure deviation reaches 6% during Stage 2, Stage 2 is immediately terminated and the process jumps to Stage 3. The initial pressure of Stage 3 is set to 90% of the target pressure of Stage 2 to compensate for the deviation. The jump logic is executed by the interrupt processing module of the industrial control system, and the time-pressure curve and decay coefficient for the next stage are reloaded after the jump.

[0102] Under complex geological conditions, the jump logic must be compensated for by incorporating real-time seepage pressure data. For example, if the seepage pressure gradient suddenly changes by more than 0.2 kPa / m, the pressure correction value for the next stage is increased by an additional 0.1 to offset the seepage disturbance. Compensation rules are calibrated through experiments and pre-installed in the control system's parameter library, which supports manual adjustments by field engineers based on geological reports.

[0103] S6. Update the multi-field synergy parameters in real time. If the deviation between the seepage trend and the deformation direction does not decrease, adjust the gradient difference of the grouting pressure correction value and shorten the grouting interval, including:

[0104] Multi-field synergy parameters are updated based on real-time seepage pressure data and soil deformation rate data. Seepage pressure data is acquired in real time by an array of seepage pressure sensors deployed in the reinforced area, while soil deformation rate data is continuously monitored by distributed fiber optic displacement sensors. When updating multi-field synergy parameters, a sliding time window analysis method is used to recalculate the direction vector of the seepage pressure change trend and the direction vector of the soil deformation rate. For example, the average change rate of the seepage pressure within the time window is updated every 5 minutes, and a new seepage trend direction vector is synthesized. At the same time, the soil deformation direction vector is synthesized based on the latest deformation rate data. The direction vector synthesis method is to sum the horizontal and vertical components according to the displacement weight. The weight is determined based on the sensor deployment density, for example, the horizontal displacement weight is 0.7 and the vertical displacement weight is 0.3.

[0105] When recalculating the deviation between the seepage trend and the deformation direction, the vector dot product method is used to calculate the cosine of the angle between the two direction vectors. For example, if the updated seepage trend direction vector is (0.8, 0.1, 0.1) and the deformation direction vector is (0.6, 0.3, 0.1), the dot product is 0.8 × 0.6 + 0.1 × 0.3 + 0.1 × 0.1 = 0.52. The normalized cosine value is 0.52 / (0.81 × 0.69) ≈ 0.92, corresponding to an angle of 23 degrees. If the cosine value in the previous stage was 0.95 (angle of 18 degrees), the current deviation increase is (0.95 - 0.92) / 0.95 ≈ 3.16%.

[0106] If the deviation has not decreased compared to the previous grouting stage (i.e. the deviation increase is ≥0%), the gradient difference of the grouting pressure correction value is adjusted according to the increase. The gradient difference adjustment rule is: for every 1% increase in the deviation increase, the gradient difference is expanded by 0.05. For example, if the current increase is 3.16%, the gradient difference is adjusted from the initial value of 0.1 to 0.1+3.16×0.05=0.258, rounded to 0.25. The upper limit of the gradient difference is set according to the pressure tolerance of the equipment. For example, the maximum difference does not exceed 0.3 to prevent the grouting pipe from rupturing due to sudden pressure changes.

[0107] The grouting interval for the next grouting phase is shortened, with the shortening magnitude being positively correlated with the increase in deviation. For example, if the deviation increases by 3.16%, the grouting interval is shortened from the initial 10 minutes to 10×(1-3.16%×0.5)=9.84 minutes, where 0.5 is the empirical coefficient. If the increase exceeds 5%, the interval shortening magnitude is capped at 20% to avoid incomplete data collection due to an interval that is too short. The shortened interval duration is reset through the timer module of the industrial control system, which automatically adjusts the trigger period based on the updated value.

[0108] The adjusted gradient difference and shortened grouting interval are synchronized with the industrial control system, generating updated staged grouting instructions. The industrial control system reads the adjusted parameters, re-dividing the grouting stages and generating a new time-pressure curve. For example, if the original stages were 1.0, 1.1, and 1.2, and the adjusted gradient difference is 0.25, the new stages are 1.0, 1.25, and 1.5. The updated time-pressure curve is output to the grouting equipment via a signal generator, driving the equipment to execute grouting according to the new parameters.

[0109] Under unusual geological conditions, such as areas at risk of soil liquefaction, gradient adjustment must be combined with the decay rate of the grouting diffusion rate to compensate. For example, when the decay rate exceeds 0.05 / min, the gradient is increased by an additional 0.02 to accelerate the increase in grouting pressure. Compensation rules are calibrated using laboratory simulations of soil liquefaction scenarios and pre-set in the industrial control system's compensation parameter library. This library supports manual fine-tuning by field engineers based on geological reports.

[0110] S7. When the deviation between the seepage trend and the deformation direction is lower than the preset threshold and the multi-field synergy parameters are stable within the preset synergy range, the grouting stage control parameters are output, including:

[0111] Real-time monitoring of the deviation between the seepage trend and the deformation direction. The deviation is calculated by the vector dot product method to calculate the cosine value of the angle between the seepage pressure change trend direction vector and the soil deformation rate direction vector, and converted into an angle value. For example, a cosine value of 0.9 corresponds to an angle of 25 degrees, and a cosine value of 0.8 corresponds to an angle of 37 degrees. The preset threshold is set according to the engineering reinforcement target. For example, the angle threshold is set to 30 degrees. When the deviation (angle) is lower than 30 degrees for three consecutive times and the fluctuation amplitude of the two adjacent deviations is less than 5%, the termination condition is determined to be met. The fluctuation amplitude threshold is determined by the statistics of the deviation fluctuation range in the normal reinforcement stage in the historical engineering data. For example, if the normal fluctuation range is ±3%, the preset fluctuation threshold is set to 5% to tolerate slight anomalies.

[0112] A sliding window statistical analysis is performed on the multi-field synergy parameters. The time length of the sliding window is consistent with the length of the grouting stage. For example, each window corresponds to a grouting stage (5 minutes). The statistical indicator selected is the standard deviation of the multi-field synergy parameter, which is used to quantify the stability of the parameter. The preset stability threshold is set according to the parameter fluctuation range of successful cases in historical projects. For example, the standard deviation threshold is set to 0.1. When the standard deviations in the last five windows are all lower than 0.1, the multi-field synergy parameters are judged to be stable in the preset synergy range. If the standard deviation of a window exceeds the threshold, the grouting stage is continued until the stability conditions of five consecutive windows are met again.

[0113] The grouting pressure correction value, grouting rate attenuation coefficient, and grouting interval duration of the last grouting stage before termination are extracted. For example, the correction value of the last grouting stage is 1.5, the attenuation coefficient is 0.8, and the interval duration is 8 minutes. To generate the final grouting stage control parameters, these parameters are combined into a data packet in a preset order, for example, in the format of "pressure correction value: 1.5; attenuation coefficient: 0.8; interval duration: 8." The data packet is temporarily stored in the industrial control system's memory, and the data integrity is verified using a checksum algorithm, such as a cyclic redundancy check (CRC).

[0114] Output the final grouting control parameters to the grouting equipment execution terminal in a pre-set engineering instruction format. This engineering instruction format uses an industrial communication standard protocol, such as JSON or CSV. An example JSON format is: {"pressure_factor":1.5,"decay_rate":0.8,"interval":8}.

[0115] Before a command is output, it must pass authorization verification, such as a dynamic password or biometric information input by the equipment operator, to ensure the security of parameter transmission. The output command is interpreted and executed by the grouting equipment, driving the equipment to complete the remaining grouting phase according to the final parameters.

[0116] Under special operating conditions (such as sudden changes in groundwater levels), dynamic compensation of the final parameters is required. For example, if the magnitude of the seepage pressure gradient detected after the output command exceeds 0.2 kPa / m, the compensation logic is automatically triggered: the pressure correction value is increased by an additional 0.1, the attenuation coefficient is reduced by 0.05, and the command is regenerated. The compensation logic is calibrated through experiments and pre-installed in the industrial control system's compensation rule library. The rule library supports field engineers to manually adjust the parameter compensation amplitude based on geological reports.

[0117] Example 2: Figure 3 A structural schematic diagram of a saturated soil foundation reinforcement system based on multi-field coupling of the present invention is provided. The saturated soil foundation reinforcement system based on multi-field coupling includes:

[0118] Real-time data acquisition module: real-time acquisition of seepage pressure, soil deformation rate and slurry diffusion rate in the reinforced area;

[0119] Multi-field synergy generation module: Generates multi-field synergy parameters based on the spatiotemporal correlation between seepage pressure and slurry diffusion rate, and modifies the multi-field synergy parameters based on the direction of soil deformation rate;

[0120] Abnormal area determination module: When the seepage trend and deformation direction in the multi-field synergy parameters deviate in the opposite direction, the corresponding area is determined to be a reinforcement abnormal area;

[0121] Correction parameter generation module: extracts the seepage pressure gradient direction and the main diffusion direction of the slurry in the reinforcement abnormal area, and generates the grouting pressure correction value and grouting rate attenuation coefficient according to the deviation angle of the two directions and the diffusion attenuation state;

[0122] Gradient grouting execution module: drives the grouting equipment to perform phased gradient grouting based on the grouting pressure correction value and grouting rate attenuation coefficient;

[0123] Dynamic parameter optimization module: real-time update of multi-field synergy parameters. If the deviation between the seepage trend and the deformation direction does not decrease, the gradient difference of the grouting pressure correction value is adjusted and the grouting interval is shortened.

[0124] Control parameter output module: until the deviation between the seepage trend and the deformation direction is lower than the preset threshold and the multi-field synergy parameters are stable in the preset synergy range, the grouting stage control parameters are output.

[0125] The above formulas are all dimensionless and numerical calculations. The formula is a formula that is closest to the actual situation obtained by collecting a large amount of data and performing software simulation. The preset parameters and thresholds in the formula are set by technicians in this field according to actual conditions.

[0126] It should be noted that the present invention can be deployed on the device itself to realize embedded applications, and can also be run on a PC or other terminal with a user interface, thereby meeting various hardware environments and usage requirements.

[0127] The above embodiments can be implemented in whole or in part by software, hardware, firmware or any other combination. When implemented using software, the above embodiments can be implemented in whole or in part in the form of a computer program product. The computer program product includes one or more computer instructions or computer programs. When the computer instructions or computer program are loaded or executed on a computer, the process or function described in the embodiment of the present application is generated in whole or in part. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device. The computer instructions can be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another computer-readable storage medium. For example, the computer instructions can be transmitted from one website, computer, server or data center to another website, computer, server or data center via a wired (e.g., infrared, wireless, microwave, etc.) method. The computer-readable storage medium can be any available medium that can be accessed by a computer or a data storage device such as a server or data center that contains one or more available media sets. The available medium can be a magnetic medium (e.g., a floppy disk, a hard disk, a tape), an optical medium (e.g., a DVD), or a semiconductor medium. The semiconductor medium can be a solid-state drive.

[0128] Those skilled in the art will clearly understand that, for the convenience and brevity of description, the specific working processes of the systems, devices and modules described above can refer to the corresponding processes in the aforementioned method embodiments and will not be repeated here.

[0129] In the several embodiments provided in this application, it should be understood that the disclosed systems, devices and methods can be implemented in other ways. For example, the device embodiments described above are merely schematic. For example, the division of the modules is only a logical function division. In actual implementation, there may be other division methods, such as multiple modules or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the mutual coupling or direct coupling or communication connection shown or discussed can be through some interfaces, indirect coupling or communication connection of devices or modules, which can be electrical, mechanical or other forms.

[0130] The modules described as separate components may or may not be physically separate, and the components shown as modules may or may not be physical modules, and may be located in one place or distributed across multiple network modules. Some or all of the modules may be selected to achieve the purpose of this embodiment according to actual needs.

[0131] In addition, each functional module in each embodiment of the present application may be integrated into one processing module, or each module may exist physically separately, or two or more modules may be integrated into one module.

[0132] If the functions are implemented in the form of software function modules and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present application, or the part that contributes to the prior art or the part of the technical solution, can be embodied in the form of a software product. The computer software product is stored in a storage medium and includes several instructions for enabling a computer device (which can be a personal computer, server or network device, etc.) to execute all or part of the steps of the method described in each embodiment of the present application. The aforementioned storage medium includes various media that can store program codes, such as a USB flash drive, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk.

[0133] The above description is merely a specific embodiment of the present application, but the scope of protection of the present application is not limited thereto. Any changes or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in this application should be included in the scope of protection of the present application. Therefore, the scope of protection of the present application should be based on the scope of protection of the claims.

[0134] Finally: The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A saturated soil foundation reinforcement method based on multi-field coupling, characterized in that: The steps include: S1. Real-time acquisition of seepage pressure, soil deformation rate and slurry diffusion rate in the reinforced area; S2. Generate multi-field synergy parameters based on the spatiotemporal correlation between seepage pressure and slurry diffusion rate, and modify the multi-field synergy parameters based on the direction of soil deformation rate; S3. When the seepage trend in the multi-field synergy parameter deviates from the deformation direction in the opposite direction, the corresponding area is determined to be a reinforcement abnormal area; S4. Extract the seepage pressure gradient direction and the main diffusion direction of the slurry in the abnormal reinforcement area, and generate the grouting pressure correction value and the grouting rate attenuation coefficient according to the deviation angle of the two directions and the diffusion attenuation state; S5, driving the grouting equipment to perform staged gradient grouting based on the grouting pressure correction value and the grouting rate attenuation coefficient; S6. Update the multi-field synergy parameters in real time. If the deviation between the seepage trend and the deformation direction does not decrease, adjust the gradient difference of the grouting pressure correction value and shorten the grouting interval. S7. Output the grouting stage control parameters until the deviation between the seepage trend and the deformation direction is lower than the preset threshold and the multi-field synergy parameters are stable within the preset synergy range.

2. The saturated soil foundation reinforcement method based on multi-field coupling according to claim 1 is characterized in that: S1 includes: S1.

1. Arrange a seepage pressure sensor array in a preset grid in the reinforcement area and collect seepage pressure data at different depths; S1.

2. Distributed fiber optic displacement sensors are deployed along the surface and deep layers of the reinforced area to monitor the soil deformation rate in the horizontal and vertical directions in real time; S1.

3. Deploy concentration sensors at the outlet of the grouting pipeline and key nodes of the diffusion path to simultaneously obtain slurry diffusion rate data.

3. The saturated soil foundation reinforcement method based on multi-field coupling according to claim 1, characterized in that S2 include: S2.

1. Divide the seepage pressure data into sliding windows according to the time series and calculate the average change rate of the seepage pressure in each window; S2.

2. Divide the spatial grid cells according to the slurry diffusion rate data and extract the diffusion spatial correlation coefficient within each grid cell; S2.

3. Superimpose the average change rate of seepage pressure and the diffusion spatial correlation coefficient according to the preset weight to generate the initial multi-field synergy parameter; S2.

4. Adjust the weight distribution of the initial multi-field synergy parameters based on the vector angle between the soil deformation rate direction and the seepage pressure change rate.

4. The method for reinforcing saturated soil foundation based on multi-field coupling according to claim 1, characterized in that S3 include: S3.

1. Calculate the vector angle based on the seepage pressure change trend and the direction of the soil deformation rate. The seepage pressure change trend is represented by the direction of the average seepage pressure change rate. S3.

2. When the vector angle is greater than or equal to a preset angle threshold, it is determined that the seepage trend deviates in the opposite direction of the deformation direction; S3.

3. Perform spatial cluster analysis on the reverse-deviation grid cells and mark the clustered areas with continuous distribution and deviation exceeding the threshold as reinforcement abnormal areas; S3.

4. Verify the validity of the abnormality determination based on the product of the amplitude of the seepage pressure gradient mutation in the abnormal reinforcement area and the attenuation rate of the slurry diffusion rate.

5. The method for reinforcing saturated soil foundation based on multi-field coupling according to claim 1, characterized in that S4 include: S4.

1. Based on the spatial distribution data of seepage pressure in the reinforced abnormal area, the direction of the seepage pressure gradient is extracted by principal component analysis; S4.

2. Based on the spatial distribution of the slurry diffusion rate data, calculate the direction of the maximum diffusion rate increase as the main direction of slurry diffusion; S4.

3. Calculate the vector dot product of the seepage pressure gradient direction and the main slurry diffusion direction to obtain the cosine value of the deviation angle between the two directions; S4.

4. Based on the cosine value of the deviation angle and the time-averaged attenuation rate of the slurry diffusion rate, a grouting pressure correction value and a grouting rate attenuation coefficient are generated using a preset interpolation table.

6. The method for reinforcing saturated soil foundation based on multi-field coupling according to claim 1, characterized in that S5 include: S5.

1. Convert the grouting pressure correction value and the grouting rate attenuation coefficient into an industrial control signal, where the industrial control signal includes a pulse width modulation signal and an analog voltage signal; S5.

2. Divide the grouting stages according to the gradient difference of the grouting pressure correction value, and generate a time-pressure curve for the staged grouting; S5.

3. In each grouting stage, the grouting equipment is driven to dynamically adjust the grouting flow rate according to the grouting rate attenuation coefficient based on the time-pressure curve; S5.

4. During the operation of the grouting equipment, the deviation of the grouting pressure and flow rate is monitored in real time. When the deviation of the grouting pressure and flow rate exceeds the preset tolerance, the parameters of the current stage are reset and the process jumps to the next grouting stage.

7. The method for reinforcing saturated soil foundation based on multi-field coupling according to claim 1, characterized in that S6 include: S6.

1. Update the multi-field synergy parameters based on the real-time collected seepage pressure data and soil deformation rate data, and recalculate the deviation between the seepage trend and the deformation direction; S6.

2. If the deviation has not decreased compared to the previous grouting stage, adjust the gradient of the grouting pressure correction value according to the increase in the deviation; S6.

3. Shorten the grouting interval of the next grouting stage; S6.

4. Synchronize the adjusted gradient difference and the shortened grouting interval to the industrial control system to generate updated staged grouting instructions.

8. The saturated soil foundation reinforcement method based on multi-field coupling according to claim 7 is characterized in that: in, The greater the increase in deviation, the greater the gradient adjustment; the shortening amplitude is positively correlated with the increase in deviation.

9. The method for reinforcing saturated soil foundation based on multi-field coupling according to claim 1, characterized in that: S7 includes: S7.

1. Monitor the deviation between the seepage trend and the deformation direction in real time. When the deviation falls below a preset threshold value multiple times in a row and the fluctuation amplitude is less than a preset fluctuation threshold value, the termination condition is determined to be satisfied. S7.

2. Perform a sliding window statistical analysis on the multi-field coordination parameters. If the statistical index of the multi-field coordination parameters within a preset number of windows is lower than a preset stability threshold, the multi-field coordination parameters are determined to be stable within a preset coordination range. S7.

3. Extract the grouting pressure correction value, grouting rate attenuation coefficient, and grouting interval duration of the last grouting stage before termination to generate the final grouting stage control parameters; S7.

4. Output the final grouting stage control parameters to the grouting equipment execution terminal according to the preset engineering instruction format.

10. A saturated soil foundation reinforcement system based on multi-field coupling, used to implement the saturated soil foundation reinforcement method based on multi-field coupling according to any one of claims 1 to 9, characterized in that: include: Real-time data acquisition module: real-time acquisition of seepage pressure, soil deformation rate and slurry diffusion rate in the reinforced area; Multi-field synergy generation module: Generates multi-field synergy parameters based on the spatiotemporal correlation between seepage pressure and slurry diffusion rate, and modifies the multi-field synergy parameters based on the direction of soil deformation rate; Abnormal area determination module: When the seepage trend and deformation direction in the multi-field synergy parameters deviate in the opposite direction, the corresponding area is determined to be a reinforcement abnormal area; Correction parameter generation module: extracts the seepage pressure gradient direction and the main diffusion direction of the slurry in the reinforcement abnormal area, and generates the grouting pressure correction value and grouting rate attenuation coefficient according to the deviation angle of the two directions and the diffusion attenuation state; Gradient grouting execution module: drives the grouting equipment to perform phased gradient grouting based on the grouting pressure correction value and grouting rate attenuation coefficient; Dynamic parameter optimization module: real-time update of multi-field synergy parameters. If the deviation between the seepage trend and the deformation direction does not decrease, the gradient difference of the grouting pressure correction value is adjusted and the grouting interval is shortened. Control parameter output module: until the deviation between the seepage trend and the deformation direction is lower than the preset threshold and the multi-field synergy parameters are stable in the preset synergy range, the grouting stage control parameters are output.

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