A method and system for coordinated deformation control of soft soil foundation disturbed by piles with longer outer sides and shorter inner sides

Abstract

This invention discloses a method and system for controlling the coordinated deformation of soft soil foundations with an outer longer pile and an inner shorter pile, specifically relating to the field of grouting and solidification deformation control in soft soil foundations. It addresses the problem of asymmetrical horizontal resistance development caused by directional disturbance to the soil on both sides of the long pile during existing grouting processes. The method involves obtaining the long-term strength recovery rate spectra of the active and passive sides of the long pile, and calculating the coordinated deformation misalignment based on the frequency shift and peak width differences of the long-term strength recovery rate spectra of the two regions. When the coordinated deformation misalignment exceeds a set threshold, it is decomposed into stiffness difference components and a stiffness compensation vector is constructed. This allows for the inversion of the grouting pressure and grouting volume required for synchronous compensation grouting of the passive side soil. Synchronous compensation grouting is performed simultaneously with the grouting and solidification of the inner shorter pile. After grouting and solidification are completed, the method determines whether supplementary compensation grouting is needed based on the measured difference values, thus achieving coordinated deformation control of the outer longer pile and inner shorter pile system.

Description

Technical Field

[0001] This invention relates to the field of grouting and solidification deformation control technology for soft soil foundations, and more specifically, to a method and system for coordinated deformation control of soft soil foundations disturbed by piles with longer outer piles and shorter inner piles. Background Technology

[0002] When constructing embankments in soft soil areas, foundation reinforcement is necessary to control deformation. A common approach is to install piles within the foundation to form a composite foundation. To balance load-bearing and lateral restraint requirements, a layout has been developed where long piles are driven at the outer edge of the embankment and short piles at the inner edge. The outer long piles typically penetrate the soft soil layer to reach the stable bearing layer, providing lateral restraint and load sharing. The inner short piles are often reinforced using grouting or other methods to improve the shallow disturbed soft soil and enhance the overall stiffness of the foundation. This pile system works in conjunction with the shallowly solidified hard shell layer to jointly restrain the vertical and horizontal deformation of the soft soil foundation. In this system, the grouting of the inner short piles involves injecting chemical solidification materials into the foundation soil to increase its strength.

[0003] In the construction of existing pile foundations with longer outer piles and shorter inner piles, the outer longer piles are usually driven first, followed by grouting and solidification of the inner shorter piles. Under this arrangement, the soil squeezing effect and pore water pressure changes generated by the inner grouting operation will cause secondary disturbance to the soil around the completed outer longer pile. Since the disturbance direction is transmitted from the inside of the foundation to the outside, the degree of disturbance to the soil on both sides of the longer pile is different, which makes the magnitude of the horizontal resistance provided by both sides of the longer pile and the rate of decay over time no longer equal. This asymmetry in the development of resistance will induce a continuous additional bending moment in the pile body, which will restrict the long-term coordinated deformation control capability of the pile foundation system. Current design methods cannot take into account this asymmetric mechanical response problem caused by the construction process itself. Summary of the Invention

[0004] In order to overcome the above-mentioned defects of the prior art, the present invention provides a method and system for coordinated deformation control of soft soil foundation disturbed by piles with longer outer sides and shorter inner sides, so as to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, the present invention provides the following technical solution:

[0006] A method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides includes the following steps:

[0007] S1: After completing the construction of the outer long pile, obtain the horizontal resistance parameters of the soil on the active zone side and the passive zone side of the long pile. The active zone side is the side that bears the grouting disturbance of the inner short pile, and the passive zone side is the side opposite to the active zone side.

[0008] S2: Based on the grouting and solidification scheme of the inner short pile, obtain the long-term strength recovery rate spectrum of the active zone and the passive side soil of the long pile, and calculate the cooperative deformation misalignment based on the frequency shift and peak width difference of the long-term strength recovery rate spectrum of the two zones.

[0009] S3: When the coordinated deformation misalignment exceeds the set threshold, the coordinated deformation misalignment is decomposed into stiffness difference components between the active and passive zones along the depth direction of the long pile. The stiffness difference components are used as stiffness compensation quantities, and the distribution of stiffness compensation quantities along the depth direction is inverted to obtain the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil. If the coordinated deformation misalignment does not exceed the set threshold, synchronous compensation grouting is not performed on the passive side soil during the grouting and solidification of the inner short pile, and the process proceeds to S5 after the grouting and solidification of the inner short pile is completed.

[0010] S4: While the inner short pile is being grouted and solidified, synchronous compensation grouting is performed on the passive side soil using the obtained grouting pressure and grouting volume;

[0011] S5: After the grouting and curing of the inner short pile is completed, the horizontal resistance parameters of the soil on both sides of the long pile are re-acquired. The measured difference value is calculated based on the re-acquired horizontal resistance parameters on both sides of the long pile. If the absolute value of the measured difference value exceeds the allowable value, the grouting pressure and grouting volume are re-determined based on the measured difference value and supplementary compensation grouting is performed.

[0012] Further, S1 includes: pre-embedding earth pressure sensors on both the active and passive sides of the outer long pile; after the outer long pile is constructed, collecting the horizontal resistance parameters of the active zone using the earth pressure sensor pre-embedded on the active zone side, and collecting the horizontal resistance parameters of the passive zone using the earth pressure sensor pre-embedded on the passive zone side; comparing the horizontal resistance parameters of the active zone with those of the passive zone, and if the difference between the two does not exceed a preset benchmark difference value, then the horizontal resistance parameters of the active zone and the passive zone are used as the horizontal resistance parameters of the soil on both sides of the long pile; if the difference between the horizontal resistance parameters of the active zone and those of the passive zone exceeds a preset benchmark difference value, then the outer long pile is re-inspected or the soil on both sides of the outer long pile is reinforced, and the horizontal resistance parameters of the active zone are collected again using the earth pressure sensor pre-embedded on the active zone side, and the horizontal resistance parameters of the passive zone are collected again using the earth pressure sensor pre-embedded on the passive zone side, and the comparison is repeated until the difference does not exceed a preset benchmark difference value.

[0013] Further, S2 includes: after determining the grouting and solidification scheme for the inner short pile, inserting pore water pressure monitoring probes into the active zone soil and the passive zone soil of the long pile respectively; under the simulated grouting and solidification condition, collecting pore water pressure dissipation curves of the active zone soil and the passive zone soil through the pore water pressure monitoring probes; separating the active zone structural pore pressure component and the passive zone structural pore pressure component from the active zone soil pore water pressure dissipation curve and the passive zone soil pore water pressure dissipation curve respectively; plotting the active zone structural pore pressure decay curve with logarithmic time for the active zone structural pore pressure component, and for the passive zone... The pore pressure components of the active region were used to plot the pore pressure decay curve of the passive region over logarithmic time. A multi-exponential fitting was performed on the pore pressure decay curve of the active region over logarithmic time, and the spectrum was decomposed to obtain the long-term intensity recovery rate spectrum of the active region. Similarly, a multi-exponential fitting was performed on the pore pressure decay curve of the passive region over logarithmic time, and the spectrum was decomposed to obtain the long-term intensity recovery rate spectrum of the passive region. The long-term intensity recovery rate spectrum of the active region was compared with that of the passive region to obtain the frequency shift and peak width differences between the two regions. The cooperative deformation misalignment was calculated based on the frequency shift and peak width differences between the two regions' long-term intensity recovery rate spectra.

[0014] Furthermore, the structural pore pressure component of the active zone is separated from the pore water pressure dissipation curve of the active zone soil, including: subtracting the hydrostatic pressure component determined by the groundwater level from the total pore pressure in the pore water pressure dissipation curve of the active zone soil, and then subtracting the creep pore pressure component generated by the creep of the soil skeleton, to obtain the structural pore pressure component of the active zone.

[0015] Furthermore, S3 includes: when the coordinated deformation misalignment exceeds a set threshold, decomposing the coordinated deformation misalignment layer by layer along the depth direction of the long pile to obtain the stiffness difference components between the active and passive zones at each depth layer; using the stiffness difference components at each depth layer as vector modulus and the direction from the passive zone to the active zone as vector direction, constructing stiffness compensation vectors for each depth layer; arranging the stiffness compensation amounts at each depth layer along the depth direction of the long pile to form a distribution of stiffness compensation amounts along the depth direction; using the distribution of stiffness compensation vectors along the depth direction as input, inverting the pre-established correspondence between grouting parameters and stiffness compensation amounts to obtain the grouting pressure and grouting volume values ​​corresponding to each depth layer; integrating the grouting pressure and grouting volume values ​​at each depth layer into the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil.

[0016] Furthermore, the inversion is performed based on the pre-established correspondence between grouting parameters and stiffness compensation amounts, including: sequentially inputting the stiffness compensation vector of each depth layer into the grouting pressure-stiffness increase relationship curve and the grouting volume-stiffness increase relationship curve calibrated in advance through field grouting tests, and inverting layer by layer to obtain the grouting pressure value and grouting volume value of each depth layer.

[0017] Furthermore, S4 includes: inserting compensation grouting pipes at the locations corresponding to each depth layer of the passive side soil; distributing the grouting pressure and grouting volume values ​​corresponding to each depth layer to the compensation grouting pipes of the corresponding depth layer; simultaneously injecting chemical curing material into the passive side soil through the compensation grouting pipes of each depth layer according to the distributed grouting pressure and grouting volume values ​​while the grouting and curing operation of the inner short pile is initiated; and during the continuous grouting and curing operation of the inner short pile, the grouting pressure value of the compensation grouting pipes of each depth layer always changes synchronously with the real-time grouting pressure value of the grouting and curing operation of the inner short pile according to a proportional coefficient.

[0018] Furthermore, during the continuous grouting and curing operation of the inner short piles, the grouting pressure value of each depth layer compensation grouting pipe always changes synchronously with the real-time grouting pressure value of the inner short pile grouting and curing operation according to a proportional coefficient. This includes: real-time acquisition of the grouting pressure signal of the inner short pile grouting and curing operation, and transmitting the grouting pressure signal to the pressure control end of each depth layer compensation grouting pipe after proportional adjustment, so that the grouting pressure value of each depth layer compensation grouting pipe keeps synchronized with the grouting pressure value of the inner short pile grouting and curing operation.

[0019] Further, S5 includes: collecting horizontal resistance parameters of the active zone through earth pressure sensors pre-embedded on one side of the active zone, collecting horizontal resistance parameters of the passive zone through earth pressure sensors pre-embedded on the other side of the passive zone, calculating the difference between the horizontal resistance parameters of the active zone and the passive zone as the measured difference value; if the absolute value of the measured difference value exceeds the allowable value, the measured difference value is decomposed into supplementary stiffness difference components between the active zone and the passive zone along the depth direction of the long pile, constructing a supplementary stiffness compensation vector with the supplementary stiffness difference component as the vector modulus, inverting the distribution of the supplementary stiffness compensation vector along the depth direction to obtain the grouting pressure and grouting volume of the supplementary compensation grouting; determining the target side soil to be compensated according to the positive or negative sign of the measured difference value based on the grouting pressure and grouting volume of the supplementary compensation grouting, and performing supplementary compensation grouting on the target side soil.

[0020] On the other hand, the present invention provides a coordinated deformation control system for soft soil foundation disturbed by piles with longer outer sides and shorter inner sides, comprising the following modules:

[0021] The parameter acquisition module is used to acquire the horizontal resistance parameters of the soil on both sides of the long pile after the outer long pile construction is completed.

[0022] The deformation judgment module is used to obtain the long-term strength recovery rate spectrum of the active zone and the passive side soil of the long pile according to the grouting and solidification scheme of the inner short pile, and calculate the collaborative deformation misalignment based on the frequency shift and peak width difference of the long-term strength recovery rate spectrum of the two zones.

[0023] The parameter inversion module is used to decompose the coordinated deformation misalignment into stiffness difference components between the active and passive zones along the depth direction of the long pile when the coordinated deformation misalignment exceeds a set threshold. The stiffness difference components are used as stiffness compensation quantities, and the distribution of stiffness compensation quantities along the depth direction is inverted to obtain the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil. If the coordinated deformation misalignment does not exceed the set threshold, synchronous compensation grouting is not performed on the passive side soil during the grouting and solidification of the inner short pile, and the process proceeds to S5 after the grouting and solidification of the inner short pile is completed.

[0024] The compensating grouting module is used to perform synchronous compensating grouting on the passive side soil at the obtained grouting pressure and grouting volume while the inner short pile is being grouted and solidified.

[0025] The compensation adjustment module is used to re-acquire the horizontal resistance parameters of the soil on both sides of the long pile after the grouting and curing of the inner short pile is completed. Based on the re-acquired horizontal resistance parameters on both sides of the long pile, the measured difference value is calculated. If the absolute value of the measured difference value exceeds the allowable value, the grouting pressure and grouting volume are re-determined based on the measured difference value and supplementary compensation grouting is performed.

[0026] Compared with the prior art, the present invention has the following beneficial effects:

[0027] 1. By obtaining the long-term strength recovery rate spectrum of the soil on both sides of the disturbed long pile, the cooperative deformation misalignment is extracted from the frequency shift and peak width difference of the rate spectrum. The grouting disturbance effect is extended from a single strength index to a recovery rate spectrum comparison composed of characteristic time constants and amplitude coefficients. This allows the asymmetry of resistance development caused by the process to be quantitatively identified before construction, rather than relying solely on settlement monitoring after construction. The cooperative deformation misalignment is decomposed along the depth direction and a stiffness compensation vector with stiffness difference components as modulus is constructed. Layered compensation grouting parameters are obtained by inversion. Simultaneous compensation grouting is performed on the passive side soil while grouting the inner short pile. This allows the injection of chemical curing material not only to reinforce the shallow disturbed soft soil on the inner side, but also to actively correct the horizontal resistance difference on both sides of the long pile caused by the directionality of the disturbance. This suppresses the formation conditions of additional bending moment at the grouting process level.

[0028] 2. After the grouting and curing of the inner short piles is completed, the horizontal resistance parameters on both sides of the long pile are obtained again and the measured difference value is calculated to verify the compensation effect. When the measured difference value exceeds the allowable value, supplementary compensation grouting is initiated, forming a complete closed loop from pre-construction prediction, synchronous compensation during construction to post-construction verification and correction. The entire control process is linked by the recovery rate spectrum, stiffness compensation vector and layered grouting parameters. The grouting and curing operation of the inner short piles and the passive side compensation grouting are incorporated into the same chemical curing material injection control framework. While improving the strength of shallow disturbed soft soil, the active control of the development process of horizontal resistance on both sides of the long pile is realized. This provides a collaborative deformation control approach that is adapted to the construction sequence for the fixed-process outer long and inner short pile foundation system. Attached Figure Description

[0029] Figure 1 This is a flowchart of a method for coordinated deformation control of disturbed soft soil foundation using piles with longer outer sides and shorter inner sides, according to the present invention.

[0030] Figure 2 This is a schematic diagram of the structure of a collaborative deformation control system for soft soil foundation disturbed by piles with longer outer piles and shorter inner piles, according to the present invention. Detailed Implementation

[0031] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0032] Example 1: Figure 1 This invention presents a method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides, comprising the following steps:

[0033] S1: After completing the construction of the outer long pile, obtain the horizontal resistance parameters of the soil on the active zone side and the passive zone side of the long pile. The active zone side is the side that bears the grouting disturbance of the inner short pile, and the passive zone side is the side opposite to the active zone side.

[0034] S2: Based on the grouting and solidification scheme of the inner short pile, obtain the long-term strength recovery rate spectrum of the active zone and the passive side soil of the long pile, and calculate the cooperative deformation misalignment based on the frequency shift and peak width difference of the long-term strength recovery rate spectrum of the two zones.

[0035] S3: When the coordinated deformation misalignment exceeds the set threshold, the coordinated deformation misalignment is decomposed into stiffness difference components between the active and passive zones along the depth direction of the long pile. The stiffness difference components are used as stiffness compensation quantities, and the distribution of stiffness compensation quantities along the depth direction is inverted to obtain the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil. If the coordinated deformation misalignment does not exceed the set threshold, synchronous compensation grouting is not performed on the passive side soil during the grouting and solidification of the inner short pile, and the process proceeds to S5 after the grouting and solidification of the inner short pile is completed.

[0036] S4: While the inner short pile is being grouted and solidified, synchronous compensation grouting is performed on the passive side soil using the obtained grouting pressure and grouting volume;

[0037] S5: After the grouting and curing of the inner short pile is completed, the horizontal resistance parameters of the soil on both sides of the long pile are re-acquired. The measured difference value is calculated based on the re-acquired horizontal resistance parameters on both sides of the long pile. If the absolute value of the measured difference value exceeds the allowable value, the grouting pressure and grouting volume are re-determined based on the measured difference value and supplementary compensation grouting is performed.

[0038] When implementing S1, in soft soil areas, the foundation is reinforced using an outer long pile and inner short pile foundation. The outer long piles are constructed first, followed by grouting and solidification of the inner short piles. After completing the outer long pile construction, it is necessary to obtain the horizontal resistance parameters of the soil on both sides of the long pile to provide basic data for subsequent analysis of the potential asymmetry of disturbance caused by the grouting and solidification of the inner short piles.

[0039] Earth pressure sensors are pre-embedded on both the active and passive zones of the outer long pile. The active zone refers to the side of the outer long pile facing inwards towards the embankment, which is directly impacted by soil squeezing and pore water pressure changes during the grouting and solidification of the inner short pile. The passive zone refers to the side of the outer long pile facing outwards towards the embankment, which is away from the direct disturbance caused by the grouting and solidification of the inner short pile. When pre-embedding the earth pressure sensors, they are fixed to the corresponding positions in the reinforcing cage during the fabrication stage of the outer long pile, with the sensing surface of the sensor facing and flush with the outer surface of the pile. Vibrating wire earth pressure sensors are selected, and their range is determined based on the estimated horizontal earth pressure range at the depth of the outer long pile, for example, taking 1.5 to 2 times the upper limit of the estimated horizontal earth pressure range as the upper limit. The signal lines of the earth pressure sensors are led upwards along the main reinforcement of the steel cage to the top of the outer long pile, with a signal line connector reserved at the top. A protective sleeve is fitted over the signal lines to prevent damage during concrete pouring. Earth pressure sensors embedded on one side of the active zone and the other on the passive zone are arranged in pairs along the depth direction on the outer long pile. The two pairs of earth pressure sensors are located at the same depth and are situated on the active and passive zones respectively. The vertical spacing between adjacent pairs of earth pressure sensors is determined based on the stratification of the soft soil layer where the outer long pile is located and the expected depth of disturbance. For example, in areas where the soft soil layer changes or within the expected depth of disturbance, the vertical spacing is 0.5 to 1 meter; in areas below the expected depth of disturbance, the vertical spacing is 2 to 3 meters.

[0040] After the outer long pile construction is completed, the horizontal resistance parameters of the active zone are collected using earth pressure sensors pre-embedded on one side of the active zone, and the horizontal resistance parameters of the passive zone are collected using earth pressure sensors pre-embedded on one side of the passive zone. Data collection is conducted after the outer long pile construction is completed and the excess pore water pressure generated by pile driving in the surrounding soil has largely dissipated. The degree of dissipation of the excess pore water pressure generated by pile driving is monitored by pore water pressure monitoring probes pre-embedded in the soil around the outer long pile. When the monitored excess pore water pressure value drops to, for example, less than 20% of the peak excess pore water pressure at the end of pile driving, it is considered that the excess pore water pressure has largely dissipated. When collecting the horizontal resistance parameters of the active zone, the signal line connectors of the earth pressure sensors pre-embedded on one side of the active zone are connected to a vibrating wire reader. The frequency values ​​of each earth pressure sensor pre-embedded on one side of the active zone are read one by one. The frequency values ​​are converted into the horizontal resistance parameters of the active zone according to the factory calibration curve of the earth pressure sensors. The horizontal resistance parameters of the active zone are the horizontal earth pressure values ​​per unit area acting on the active zone side of the outer long pile. When collecting the horizontal resistance parameters of the passive zone, the signal line connector of the earth pressure sensor pre-embedded on one side of the passive zone is connected to the vibrating wire reader. The frequency value of each earth pressure sensor pre-embedded on one side of the passive zone is read one by one. According to the factory calibration curve of the earth pressure sensor, the frequency value is converted into the horizontal resistance parameter of the passive zone. The horizontal resistance parameter of the passive zone is the horizontal earth pressure value per unit area acting on the passive zone side of the outer long pile. The horizontal resistance parameters of the active zone correspond to each depth layer, forming a set of active zone horizontal resistance parameters distributed along the depth direction. The horizontal resistance parameters of the passive zone correspond to each depth layer, forming a set of passive zone horizontal resistance parameters distributed along the depth direction.

[0041] The horizontal resistance parameters of the active zone and the passive zone are compared. If the difference between the two parameters does not exceed a preset benchmark difference, then the horizontal resistance parameters of the active zone and the passive zone are used as the horizontal resistance parameters of the soil on both sides of the long pile. During the comparison, the horizontal resistance parameters of the active zone and the passive zone at the same depth are subtracted, and the absolute value is taken to obtain the difference in horizontal resistance parameters for each depth. Then, the difference in horizontal resistance parameters for all depths is averaged to obtain the difference in horizontal resistance parameters between the active zone and the passive zone. The preset benchmark difference value is obtained as follows: Before the construction of the outer long pile, multiple reference points are selected around the pile location, located in the same soft soil layer as the outer long pile location and undisturbed by construction. At the reference points, the ultimate horizontal resistance value of each reference point at each depth layer is obtained through pressuremeter tests. For each depth layer, the average value and standard deviation of the ultimate horizontal resistance value of each reference point at the same depth layer are calculated. The standard deviation is divided by the average value to obtain the coefficient of variation for the same depth layer. The average value of the coefficient of variation for each depth layer is taken as the natural coefficient of variation for the same soft soil layer. The natural coefficient of variation is multiplied by the corresponding ultimate horizontal resistance value of each depth layer of the outer long pile body to obtain the allowable benchmark difference value for each depth layer. The allowable benchmark difference values ​​for each depth layer are averaged to obtain the preset benchmark difference value. If the difference between the calculated active zone horizontal resistance parameters and the passive zone horizontal resistance parameters does not exceed the preset benchmark difference value, it indicates that the horizontal resistance parameters of the soil on both sides of the outer long pile are basically symmetrical, and the collected active zone and passive zone horizontal resistance parameters are representative. These parameters will be used as the horizontal resistance parameters of the soil on both sides of the long pile for subsequent calculations of coordinated deformation misalignment and measured difference values. If the difference between the calculated active zone horizontal resistance parameters and the passive zone horizontal resistance parameters exceeds the preset benchmark difference value, it indicates that the construction of the outer long pile has caused asymmetry in the soil on both sides that exceeds the normal range. The constructed outer long pile needs to be re-inspected, or the soil on both sides of the outer long pile needs to be reinforced before data collection and comparison are performed, until the difference between the active zone horizontal resistance parameters and the passive zone horizontal resistance parameters does not exceed the preset benchmark difference value.

[0042] Through on-site calibration tests, a correspondence between the change in horizontal resistance parameters and the increase in soil stiffness is established in advance. The change in horizontal resistance parameters is the difference between the horizontal resistance parameters before and after grouting, and the increase in soil stiffness is the difference between the soil side pressure modulus before and after grouting. In S3, the stiffness compensation amount is converted into the required change in horizontal resistance parameters according to this correspondence, and then the grouting parameters are inverted.

[0043] During the implementation of S2, after the grouting and solidification scheme for the inner short piles is determined, pore water pressure monitoring probes are inserted into the active and passive soil areas of the long piles. The active soil area refers to the soil surrounding the outer long pile on the side facing inwards towards the embankment, while the passive soil area refers to the soil surrounding the outer long pile on the side facing outwards towards the embankment. When inserting the pore water pressure monitoring probes, the active soil area insertion point is selected at a horizontal distance, for example, 0.5 to 1 times the diameter of the outer long pile, from the outer surface of the outer long pile. Similarly, the passive soil area insertion point is selected at a horizontal distance, for example, 0.5 to 1 times the diameter of the outer long pile, from the outer surface of the outer long pile. Multiple pore water pressure monitoring probes are deployed along the depth direction at both the active and passive zone insertion points. The vertical spacing between two adjacent probes is consistent with the vertical spacing between two paired earth pressure sensors used when collecting horizontal resistance parameters of the soil on both sides of the long pile. The probes are installed via boreholes with a diameter larger than the probe's diameter. After insertion, sand with a permeability coefficient similar to the original stratum is backfilled and compacted around the probe. Bentonite balls are then used to seal the borehole to the surface to prevent surface water from seeping down the borehole wall and interfering with the pore water pressure monitoring data. Vibrating wire pore water pressure gauges are used as the probes, and the signal lines are led to the surface with pre-installed connectors.

[0044] Under the grouting and solidification simulation condition, pore water pressure dissipation curves of the active zone and the passive zone soil were collected using pore water pressure monitoring probes. The grouting and solidification simulation condition refers to the process where, after the grouting and solidification scheme for the inner short pile is determined and before the formal grouting and solidification construction, an independent test area with the same geological conditions as the construction area is selected outside the site to be treated. In this independent test area, a simulated grouting is carried out according to the grouting pressure and grouting volume parameters in the grouting and solidification scheme for the inner short pile. Pore water pressure monitoring probes embedded at the active zone placement point and the passive zone placement point are used to simultaneously collect data on the changes in pore water pressure over time during the simulated grouting process and for a period of time after the simulated grouting is completed. Data was collected continuously from the start of the simulated grouting process. The collection frequency was, for example, once every 5 minutes during the first hour, once every 30 minutes during the first 1 to 24 hours, and once every 2 hours during the first 24 to 72 hours, until the pore water pressure returned to its initial level before the simulated grouting. The pore water pressure data from each monitoring probe at the active zone insertion point was arranged in a time series to obtain the pore water pressure dissipation curve for the active zone soil. Similarly, the pore water pressure data from each monitoring probe at the passive zone insertion point was arranged in a time series to obtain the pore water pressure dissipation curve for the passive zone soil. The active zone soil pore water pressure dissipation curves form a set of active zone soil pore water pressure dissipation curves distributed along the depth direction for each depth layer, and the passive zone soil pore water pressure dissipation curves form a set of passive zone soil pore water pressure dissipation curves distributed along the depth direction for each depth layer.

[0045] The structural pore pressure components of the active zone and the passive zone were separated from the pore water pressure dissipation curves of the active zone and the passive zone, respectively. The active zone structural pore pressure component was calculated as follows: Usa = Uta - Uwa - Uca; where Usa represents the active zone structural pore pressure component, Uta represents the total pore pressure in the active zone pore water pressure dissipation curve, Uwa represents the active zone hydrostatic pressure component determined by the groundwater level, and Uca represents the creep pore pressure component generated by the creep of the active zone soil skeleton. The active zone hydrostatic pressure component was calculated as: Uwa = (Ha - Hw) × γw; where Ha represents the burial depth of the pore water pressure monitoring probe at the active zone insertion point, Hw represents the groundwater level burial depth, and γw represents the unit weight of water. The creep pore pressure component generated by the creep of the active zone soil skeleton is determined as follows: A reference pore water pressure monitoring probe is installed in the area far from the grouting and solidification operation range of the inner short pile at the active zone insertion point of the long pile. This reference probe and the pore water pressure monitoring probe at the active zone insertion point are located at the same depth. The pore water pressure dissipation curve of the reference probe is collected under the same grouting and solidification simulation conditions as a reference curve. The creep pore pressure component is obtained by subtracting the hydrostatic pressure component determined by the groundwater level from the reference curve. The separation method for the passive zone structural pore pressure component is the same as that for the active zone: the passive zone structural pore pressure component is calculated as: Usp = Utp - Uwp - Ucp; where Usp represents the passive zone structural pore pressure component, Utp represents the total pore pressure in the passive side soil pore water pressure dissipation curve, Uwp represents the passive zone hydrostatic pressure component determined by the groundwater level, and Ucp represents the creep pore pressure component generated by the creep of the passive side soil skeleton.

[0046] For the porosity component of the active zone, a decay curve of the porosity pressure over logarithmic time was plotted. For the porosity component of the passive zone, a decay curve of the porosity pressure over logarithmic time was plotted. The time coordinates of the active zone porosity component were converted to logarithmic time coordinates (base 10). With the logarithmic time coordinates as the x-axis and the active zone porosity component as the y-axis, decay curves of the active zone porosity pressure over logarithmic time were plotted layer by layer in a two-dimensional coordinate system. Similarly, the time coordinates of the passive zone porosity component were converted to logarithmic time coordinates (base 10). With the logarithmic time coordinates as the x-axis and the passive zone porosity component as the y-axis, decay curves of the passive zone porosity pressure over logarithmic time were plotted layer by layer in a two-dimensional coordinate system. The decay curves of the active zone porosity pressure over logarithmic time form a set of decay curves distributed along the depth direction for each depth layer, and the decay curves of the passive zone porosity pressure over logarithmic time form a set of decay curves distributed along the depth direction for each depth layer.

[0047] Multi-exponential fitting is performed on the decay curve of structural pore pressure over logarithmic time in the active region, and the long-term strength recovery rate spectrum of the active region is obtained by spectral analysis. Similarly, multi-exponential fitting is performed on the decay curve of structural pore pressure over logarithmic time in the passive region, and the long-term strength recovery rate spectrum of the passive region is obtained by spectral analysis. Multi-exponential fitting represents the decay curve of structural pore pressure over logarithmic time as a superposition of multiple exponential terms with different decay rates. Each exponential term corresponds to a characteristic time constant and amplitude coefficient. The specific operation of multi-exponential fitting is as follows: The number of exponential terms to be fitted is set, for example, 3 to 5 exponential terms. The number of exponential terms is determined based on the morphological characteristics of the decay curve of structural pore pressure over logarithmic time in the active region; the more inflection points in the curve, the more exponential terms are set. An initial characteristic time constant and amplitude coefficient are assigned to each exponential term. The superposition of all exponential terms is compared with the measured decay curve of structural pore pressure over logarithmic time. The characteristic time constant and amplitude coefficient of each exponential term are iteratively adjusted using the least squares method until the ratio of the standard deviation of the residual between the superimposed curve and the measured curve to the peak value of the measured structural pore pressure is less than the set fitting convergence threshold. The fitting convergence threshold is set as follows: calculate the measured peak pore pressure of the structure, and set the fitting convergence threshold to, for example, 5% of the measured peak pore pressure. After multi-exponential fitting, the characteristic time constants and amplitude coefficients of each exponential term are arranged in descending order of characteristic time constants to obtain the long-term intensity recovery rate spectrum of the active region, which consists of multiple characteristic time constants and corresponding amplitude coefficients. In the long-term intensity recovery rate spectrum of the active region, each characteristic time constant represents the time scale of an intensity recovery mechanism, and each amplitude coefficient represents the proportion of the corresponding intensity recovery mechanism in the overall intensity recovery. The long-term intensity recovery rate spectrum of the passive region is obtained in the same way as that of the active region: perform multi-exponential fitting with the same number of exponential terms on the passive region structure pore pressure decay curve with logarithmic time, and arrange the characteristic time constants and amplitude coefficients of each exponential term in descending order of characteristic time constants to obtain the long-term intensity recovery rate spectrum of the passive region, which consists of multiple characteristic time constants and corresponding amplitude coefficients.

[0048] The long-term intensity recovery rate (LTR) spectra of the active and passive regions are compared to obtain the frequency shift and peak width differences between the two regions. The frequency shift refers to the difference between the characteristic time constants corresponding to the maximum amplitude coefficients in the active and passive LTR spectra. The peak width difference refers to the difference between the distribution width of all characteristic time constants in the active LTR spectra whose amplitude coefficients exceed, for example, 30% of the peak amplitude coefficient in the active LTR spectra, and the distribution width of all characteristic time constants in the passive LTR spectra whose amplitude coefficients exceed, for example, 30% of the peak amplitude coefficient in the passive LTR spectra. When obtaining the frequency shift and peak width difference of the long-term intensity recovery rate spectrum between the two regions, the characteristic time constant corresponding to the maximum amplitude coefficient in the long-term intensity recovery rate spectrum of the active region is first recorded as the active region main peak time constant, and the characteristic time constant corresponding to the maximum amplitude coefficient in the long-term intensity recovery rate spectrum of the passive region is recorded as the passive region main peak time constant. The frequency shift of the long-term intensity recovery rate spectrum between the two regions is calculated as: ΔT=Ta-Tp; where ΔT represents the frequency shift of the long-term intensity recovery rate spectrum between the two regions, Ta represents the active region main peak time constant, and Tp represents the passive region main peak time constant. Then, identify all characteristic time constants in the long-term intensity recovery rate spectrum of the active region whose amplitude coefficient exceeds, for example, the peak amplitude coefficient of the active region by 30%. The peak width of the active region is calculated as: Wa = Tamax - Tamin; where Wa represents the peak width of the active region, Tamax represents the maximum value among all characteristic time constants in the long-term intensity recovery rate spectrum of the active region whose amplitude coefficient exceeds, for example, the peak amplitude coefficient of the active region by 30%, and Tamin represents the minimum value among all characteristic time constants in the long-term intensity recovery rate spectrum of the active region whose amplitude coefficient exceeds, for example, the peak amplitude coefficient of the active region by 30%. Then, identify all characteristic time constants in the long-term intensity recovery rate spectrum of the passive region whose amplitude coefficient exceeds, for example, the peak amplitude coefficient of the passive region by 30%. The passive region peak width is calculated as follows: Wp = Tpmax - Tpmin; where Wp represents the passive region peak width, Tpmax represents the maximum value among all characteristic time constants in the long-term intensity recovery rate spectrum of the passive region whose amplitude coefficient exceeds the passive region peak amplitude coefficient (e.g., 30%), and Tpmin represents the minimum value among all characteristic time constants in the long-term intensity recovery rate spectrum of the passive region whose amplitude coefficient exceeds the passive region peak amplitude coefficient (e.g., 30%). The peak width difference between the two regions' long-term intensity recovery rate spectra is calculated as: ΔW = Wa - Wp; where ΔW represents the peak width difference between the two regions' long-term intensity recovery rate spectra, Wa represents the active region peak width, and Wp represents the passive region peak width.

[0049] The coordinated deformation misalignment is calculated based on the frequency shift and peak width difference of the long-term strength recovery rate spectra of the two zones. The calculation method for the coordinated deformation misalignment is: D = ΔT / Ta + ΔW / Wa; where D represents the coordinated deformation misalignment, ΔT represents the frequency shift of the long-term strength recovery rate spectra of the two zones, Ta represents the time constant of the main peak in the active zone, ΔW represents the peak width difference in the long-term strength recovery rate spectra of the two zones, and Wa represents the peak width in the active zone. The coordinated deformation misalignment reflects the degree of asymmetric development of horizontal resistance on both sides of the long pile due to the asymmetric disturbance to the active and passive soil sides caused by the grouting and solidification of the inner short pile. The larger the coordinated deformation misalignment, the more significant the asymmetric development of horizontal resistance on both sides of the long pile. The coordinated deformation misalignment is input into the subsequent judgment process to determine whether synchronous compensation grouting of the passive soil is required.

[0050] The collaborative deformation misscheduling D is taken as the average value of the collaborative deformation misscheduling calculated values ​​of each depth layer. The calculation method of collaborative deformation misscheduling for each depth layer is the same as that of the overall collaborative deformation misscheduling. When the peak width of the active region of a certain depth layer is zero or the time constant of the main peak of the active region is equal to the time constant of the main peak of the passive region, the calculated value of collaborative deformation misscheduling for that depth layer is taken as zero.

[0051] Through on-site calibration tests, a correlation curve between the dissipation degree of structural pore pressure component and the growth rate of soil stiffness was pre-established. The dissipation degree of structural pore pressure component is the ratio between the structural pore pressure component at the end of the grouting and solidification simulation condition and the structural pore pressure component at the beginning of the grouting and solidification simulation condition. The growth rate of soil stiffness is the ratio between the difference in the lateral pressure modulus of the soil before and after grouting and the lateral pressure modulus of the soil before grouting. In S3, the stiffness difference component of each depth layer is calculated back based on this correlation curve and the coordinated deformation loss distribution value of each depth layer.

[0052] When implementing S3, if the coordinated deformation misalignment exceeds a set threshold, the coordinated deformation misalignment is decomposed layer by layer along the depth direction of the long pile to obtain the stiffness difference components between the active and passive zones at each depth layer. The set threshold is the critical value for coordinated deformation misalignment used to determine whether synchronous compensation grouting is required for the passive side soil. The set threshold is obtained as follows: Before formal construction, a test section with geological conditions similar to the site to be treated is selected. A grouting and solidification simulation test is conducted on the test section according to the grouting and solidification scheme of the inner short pile. The coordinated deformation misalignment of the long pile in the test section under the condition of no synchronous compensation grouting is collected. At the same time, the additional bending moment generated by the asymmetry of the horizontal resistance on both sides of the long pile body in the test section is monitored. The grouting pressure of the grouting simulation is gradually increased. When the monitored additional bending moment reaches, for example, 10% of the bending bearing capacity of the long pile body section, the coordinated deformation misalignment at this time is taken as the set threshold. The depth stratification used to decompose the collaborative deformation loss along the depth direction of the long pile is consistent with the depth stratification of the two earth pressure sensors arranged in pairs when obtaining the horizontal resistance parameters of the soil on both sides of the long pile, and is also consistent with the depth stratification used when obtaining the long-term strength recovery rate spectrum of the active zone and the long-term strength recovery rate spectrum of the passive zone. During decomposition, the cooperative deformation misallocation is first allocated according to the proportion of the difference between the peak time constant of the active region and the peak time constant of the passive region calculated in step S2 for each depth layer to the sum of the differences between the peak time constants of the active region and the peak time constant of the passive region for all depth layers. The allocation value of the cooperative deformation misallocation for each depth layer is calculated as: Di = D × |Tai - Tpi| / Σ|Tai - Tpi|; where Di represents the allocation value of the cooperative deformation misallocation for the i-th depth layer, D represents the cooperative deformation misallocation, Tai represents the peak time constant of the active region for the i-th depth layer, Tpi represents the peak time constant of the passive region for the i-th depth layer, and Σ|Tai - Tpi| represents the sum of the absolute values ​​of the differences between the peak time constants of the active region and the peak time constant of the passive region for all depth layers. Next, the coordinated deformation misallocation value at each depth layer is multiplied by the maximum amplitude coefficient in the long-term strength recovery rate spectrum of the active zone at the corresponding depth layer to obtain the stiffness difference components between the active and passive zones at each depth layer. The stiffness difference components are calculated as: Ki = Di × Ai; where Ki represents the stiffness difference component between the active and passive zones at the i-th depth layer, Di represents the coordinated deformation misallocation value at the i-th depth layer, and Ai represents the maximum amplitude coefficient in the long-term strength recovery rate spectrum of the active zone at the i-th depth layer. The stiffness difference components represent the magnitude of the stiffness difference between the active and passive soil at the same depth layer due to asymmetric disturbance, and the dimensions of the stiffness difference components are consistent with the dimensions of stiffness.

[0053] Using the stiffness difference components at each depth layer as the vector magnitude and the direction from the passive zone to the active zone as the vector direction, stiffness compensation vectors for each depth layer are constructed. The vector magnitude refers to the magnitude of the stiffness compensation vector, and the vector direction refers to the orientation of the stiffness compensation vector in space. The direction from the passive zone to the active zone is the horizontal direction from the side of the outer pile facing outwards towards the embankment to the side of the outer pile facing inwards towards the embankment. When constructing the stiffness compensation vectors for each depth layer, for each depth layer, the value of the stiffness difference component is used as the length of the stiffness compensation vector, and the horizontal direction from the passive zone to the active zone is used as the direction of the stiffness compensation vector. A directed line segment is constructed in the three-dimensional coordinate system, starting from one side of the passive zone and ending at one side of the active zone. This directed line segment is the stiffness compensation vector for the corresponding depth layer. The stiffness compensation vectors for each depth layer are all located in the same horizontal plane, and the direction of the stiffness compensation vectors for each depth layer remains the same. The magnitude of the stiffness compensation vectors for each depth layer varies along the depth direction due to the different stiffness difference components.

[0054] The stiffness compensation amounts for each depth layer are arranged along the depth direction of the long pile, forming a distribution of stiffness compensation amounts along the depth direction. During arrangement, the stiffness compensation vectors for each depth layer are sequentially arranged in ascending order of depth. A distribution curve is formed by plotting the depth coordinate as the vertical axis and the magnitude of the stiffness compensation vector as the horizontal axis, showing the variation of the stiffness compensation vector magnitude with depth. Simultaneously, the unified direction of the stiffness compensation vectors for each depth layer is marked next to the distribution curve; this unified direction is from the passive zone to the active zone. The distribution of stiffness compensation vectors along the depth direction fully describes the stiffness values ​​and compensation directions that need to be compensated at each depth layer when implementing synchronous compensation grouting on the passive side soil.

[0055] The magnitudes of the stiffness compensation vectors corresponding to each depth layer in the distribution of stiffness compensation vectors along the depth direction are sequentially extracted as the target values ​​for the stiffness increase required for each depth layer. This is then used to inversely calculate the grouting pressure and grouting volume values ​​corresponding to each depth layer using a pre-established correspondence between grouting parameters and stiffness compensation. The correspondence between grouting parameters and stiffness compensation is calibrated through on-site grouting tests. The specific calibration method is as follows: A calibration area with geological conditions consistent with the grouting and curing construction area of ​​the inner short pile is selected in the site to be treated. Multiple sets of calibration holes are arranged within the calibration area. When calibrating the grouting pressure-stiffness increase relationship curve, the grouting volume is fixed as the benchmark grouting volume value, and chemical curing materials with different grouting pressures and benchmark grouting volumes are injected into the calibration holes. When calibrating the grouting volume-stiffness increase relationship curve, the grouting pressure is fixed as the benchmark grouting pressure value, and chemical curing materials with different grouting volumes and benchmark grouting pressure values ​​are injected into the calibration holes. The range of grouting pressure variation is taken as... For example, the pressure ranges from 0.2 MPa to 2.0 MPa, and the grouting volume varies from, for example, 0.05 cubic meters per linear meter to 0.5 cubic meters per linear meter. After grouting is completed and the soil has been cured to the designed age in each calibration hole, the stiffness increase of the soil surrounding each calibration hole is obtained through a pressuremeter test. The stiffness increase is the difference between the pressuremeter modulus of the soil after grouting and the pressuremeter modulus of the soil before grouting. The grouting pressure values ​​of each group of calibration holes are fitted with the corresponding stiffness increase to obtain the grouting pressure-stiffness increase relationship curve. The grouting volume values ​​of each group of calibration holes are fitted with the corresponding stiffness increase to obtain the grouting volume-stiffness increase relationship curve. The grouting pressure-stiffness increase relationship curve and the grouting volume-stiffness increase relationship curve together constitute the correspondence between grouting parameters and stiffness compensation. During the inversion process, the target value of the stiffness increase to be compensated for at each depth layer is input into the grouting pressure-stiffness increase relationship curve. The grouting pressure value corresponding to the target stiffness increase value is found on the grouting pressure-stiffness increase relationship curve to obtain the grouting pressure value for each depth layer. Similarly, the target value of the stiffness increase to be compensated for at each depth layer is input into the grouting volume-stiffness increase relationship curve. The grouting volume value corresponding to the target stiffness increase value is found on the grouting volume-stiffness increase relationship curve to obtain the grouting volume value for each depth layer. If the target value of the stiffness increase to be compensated for at a certain depth layer exceeds the calibration range of the grouting pressure-stiffness increase relationship curve or the grouting volume-stiffness increase relationship curve, the upper limit of the calibration range is taken as the grouting pressure value or grouting volume value for the depth layer.

[0056] The grouting pressure and volume values ​​for each depth layer are integrated into the grouting pressure and volume for synchronous compensation grouting of the passive side soil. During integration, the grouting pressure values ​​for each depth layer are arranged in ascending order of depth, forming a layered grouting pressure distribution along the depth direction. Similarly, the grouting volume values ​​for each depth layer are arranged in ascending order of depth, forming a layered grouting volume distribution along the depth direction. These grouting pressure and volume distributions together constitute the grouting pressure and volume for synchronous compensation grouting of the passive side soil. The grouting pressure and volume distributions can be directly used to guide the grouting operation of the compensation grouting pipes at each depth layer.

[0057] If the misalignment of the coordinated deformation does not exceed the set threshold, the measured difference value is calculated based on the horizontal resistance parameters on both sides of the long pile after the grouting and curing of the inner short pile is completed. In this case, the misalignment of the coordinated deformation does not reach the level requiring synchronous compensation grouting, indicating that the degree of asymmetry in the disturbance to the active zone and passive side soil of the long pile caused by the grouting and curing of the inner short pile is within an acceptable range. There is no need to perform additional compensation grouting on the passive side soil during the grouting and curing process. It is only necessary to verify whether the symmetry of the soil on both sides of the long pile meets the requirements by measuring the horizontal resistance parameters of the soil on both sides of the long pile after the grouting and curing of the inner short pile is completed.

[0058] During the S4 implementation, compensating grouting pipes were inserted at the corresponding depth layers of the passive side soil. The division of the passive side soil into different depth layers is consistent with the depth stratification used when decomposing the coordinated deformation loss layer by layer along the depth direction of the long pile, and also consistent with the depth stratification corresponding to the two earth pressure sensors arranged in pairs when obtaining the horizontal resistance parameters of the soil on both sides of the long pile. When inserting the compensating grouting pipes, boreholes were drilled to the design depth at the corresponding depth layers in the passive side soil. The compensating grouting pipes were lowered into the boreholes, aligning the center position of each set of external grouting holes on the compensating grouting pipe with the center position of the corresponding depth layer. The space between the compensating grouting pipe and the borehole wall was filled with sealing material to prevent cross-grouting between different depth layers. An independent compensating grouting pipe was inserted for each depth layer, and each independent compensating grouting pipe injected chemical curing material into only the corresponding depth layer. The compensating grouting pipes for each depth layer were arranged along the passive zone side of the outer long pile on the construction plane.

[0059] The grouting pressure and grouting volume values ​​corresponding to each depth layer are allocated to the corresponding compensation grouting pipe. The grouting pressure value corresponding to each depth layer is the value of the corresponding depth layer in the grouting pressure distribution set along the depth direction in step S3, and the grouting volume value corresponding to each depth layer is the value of the corresponding depth layer in the grouting volume distribution set along the depth direction in step S3. During allocation, the grouting pressure value corresponding to a certain depth layer is set as the target control pressure value of the electrically controlled pressure regulating valve connected in series with the compensation grouting pipe of that depth layer, and the grouting volume value corresponding to a certain depth layer is set as the target cumulative flow value of the electromagnetic flowmeter connected in series with the compensation grouting pipe of that depth layer. The electrically controlled pressure regulating valve, the electromagnetic flowmeter, and the electrically controlled throttling valve together constitute the flow control device for the compensation grouting pipe of the corresponding depth layer.

[0060] Simultaneously with the initiation of the grouting and curing operation on the inner short piles, chemical curing material is injected into the passive side soil through the compensation grouting pipes at each depth layer according to the allocated grouting pressure and volume values. The initiation time of the grouting and curing operation on the inner short piles is marked by the pump start signal of the grouting pump for the inner short pile grouting and curing operation. The pump start signal is simultaneously transmitted to the grout inlet control switch of the compensation grouting pipe at each depth layer to synchronously open the grout inlet path of the compensation grouting pipe at each depth layer. The chemical curing material used in the grouting and curing operation of the inner short piles is the same chemical curing material slurry with the same mix ratio and source as the chemical curing material injected synchronously into the passive soil through the compensating grouting pipes at each depth layer. The grouting pipes for the inner short pile grouting and curing operation and the inlets of the compensating grouting pipes at each depth layer share a single chemical curing material preparation and supply system. The output pipeline of the chemical curing material preparation and supply system is divided into two lines: one line connects to the grouting pipes for the inner short pile grouting and curing operation, and the other line connects to the main distribution pipe. The main distribution pipe then branches to the inlets of the compensating grouting pipes at each depth layer. During the grouting injection stage, the inner sleeve of the compensating grouting pipe at each depth layer is rotated to align the inner grouting hole group with the outer grouting hole group of the corresponding depth layer. After the chemical curing material enters the inner sleeve from the inlet, it is ejected from the aligned inner and outer grouting hole groups into the passive soil. When the grouting pipes at each depth are performing injection, the electromagnetic flowmeters accumulate the volume of chemically cured material injected in real time. When the accumulated flow rate of the electromagnetic flowmeter of a certain depth grouting pipe reaches the grouting volume value corresponding to the depth, the electrically controlled throttle valve connected in series with the corresponding depth grouting pipe closes, stopping the injection of chemically cured material into the corresponding depth.

[0061] During the continuous grouting and curing operation of the inner short piles, the grouting pressure value of the compensation grouting pipe at each depth layer always changes synchronously with the real-time grouting pressure value of the inner short pile grouting and curing operation according to a proportional coefficient. The specific implementation method of synchronous change is as follows: a first pressure sensor is installed on the grouting main pipe of the inner short pile grouting and curing operation. The first pressure sensor collects the grouting pressure signal of the inner short pile grouting and curing operation in real time. The grouting pressure signal is a continuous electrical signal. The grouting pressure signal is transmitted to the proportional control controller. The proportional control controller multiplies the received grouting pressure signal by the proportional coefficient of each depth layer and generates the target control signal for the compensation grouting pipe of each depth layer. The proportional coefficient of each depth layer is calculated as: Ri = Pi / P0; where Ri represents the proportional coefficient of the i-th depth layer, Pi represents the grouting pressure value corresponding to the i-th depth layer, and P0 represents the standard grouting pressure value designed in the inner short pile grouting and curing scheme. The proportional coefficients for each depth layer are calculated based on the grouting pressure values ​​corresponding to each depth layer determined in step S3. These coefficients reflect the proportional relationship that each depth layer needs to follow the changes in the inner grouting pressure during synchronous compensation grouting. The proportional control controller sends the target control signals for each depth layer to the electrically controlled pressure regulating valves of the corresponding depth layer's compensation grouting pipes. The electrically controlled pressure regulating valves automatically adjust their openings according to the received target control signals, ensuring that the actual grouting pressure value of the corresponding depth layer's compensation grouting pipe changes proportionally and synchronously with the grouting pressure value of the inner short pile grouting and solidification operation. During the grouting and curing operation of the inner short piles, if the cumulative flow value of the electromagnetic flowmeter of the grouting pipe at a certain depth layer reaches the grouting volume value corresponding to the corresponding depth layer before the grouting and curing operation of the inner short piles ends and the electrically controlled throttle valve is closed, then the pressure synchronization control of the grouting pipe at that depth layer is released; if the grouting and curing operation of the inner short piles ends before the grouting pipe at a certain depth layer reaches the grouting volume value and ends, then the grouting pipe at that depth layer continues to inject grout at the grouting pressure value corresponding to the last target control signal before the end of the operation, provided that the cumulative flow value of the electromagnetic flowmeter is still less than the grouting volume value corresponding to the corresponding depth layer, until the cumulative flow value of the electromagnetic flowmeter reaches the grouting volume value corresponding to the corresponding depth layer and the electrically controlled throttle valve is closed.

[0062] Each depth layer's compensation grouting pipe branch is independently equipped with a pressure sensor. The pressure sensor feeds back the actual grouting pressure value of the corresponding depth layer's compensation grouting pipe to the proportional control controller. The proportional control controller corrects the output target control signal based on the deviation between the feedback actual grouting pressure value and the target control signal, forming an independent pressure closed-loop control for each depth layer's compensation grouting pipe. The maximum output pressure of the feed pump in the chemical curing material supply system is higher than the maximum value among the grouting pressure values ​​corresponding to each depth layer.

[0063] When implementing S5, after the grouting and curing of the inner short piles is completed, the horizontal resistance parameters of the active zone are collected using earth pressure sensors pre-embedded on one side of the active zone, and the horizontal resistance parameters of the passive zone are collected using earth pressure sensors pre-embedded on one side of the passive zone. The difference between the horizontal resistance parameters of the active zone and the passive zone is calculated as the measured difference value. Completion of the grouting and curing of the inner short piles means that the entire grouting process for the inner short pile grouting and curing operation is finished and the chemical curing material has been cured to the designed age. The initial setting state of the chemical curing material is determined based on the penetration resistance test of the synchronously cured test blocks on site. When the penetration resistance reaches, for example, 0.5 MPa, the chemical curing material is considered to have reached the initial setting state. When collecting the horizontal resistance parameters of the active zone, the signal line connector of the earth pressure sensor pre-embedded on one side of the active zone is connected to a vibrating wire reader. The frequency value of each earth pressure sensor pre-embedded on one side of the active zone is read one by one. The frequency value is converted into the horizontal resistance parameter of the active zone according to the factory calibration curve of the earth pressure sensor. The horizontal resistance parameter of the active zone is the horizontal earth pressure value per unit area acting on the active zone side of the outer long pile. When collecting the horizontal resistance parameters of the passive zone, the signal line connector of the earth pressure sensor pre-embedded on one side of the passive zone is connected to the vibrating wire reader. The frequency value of each earth pressure sensor pre-embedded on one side of the passive zone is read one by one. According to the factory calibration curve of the earth pressure sensor, the frequency value is converted into the horizontal resistance parameter of the passive zone. The horizontal resistance parameter of the passive zone is the horizontal earth pressure value per unit area acting on the passive zone side of the outer long pile. The method for calculating the measured difference value is as follows: subtract the horizontal resistance parameter of the active zone from the horizontal resistance parameter of the passive zone at the same depth layer, and take the absolute value to obtain the difference value of the horizontal resistance parameter of each depth layer. Then, the difference values ​​of the horizontal resistance parameter of all depth layers are averaged to obtain the measured difference value. The allowable value for the measured difference is determined as follows: The active zone horizontal resistance parameters and passive zone horizontal resistance parameters re-acquired at each depth layer are applied as distributed loads to the outer long pile body. The bending moment values ​​generated at each section of the outer long pile body are calculated. The constraint condition is that the calculated maximum bending moment value does not exceed the design value of the bending bearing capacity of the outer long pile body section. The allowable value for the measured difference is determined through iterative back-calculation. If the measured difference value exceeds the allowable value, it indicates that the synchronous compensation grouting effect does not meet the requirements, and the supplementary compensation grouting procedure needs to be initiated.

[0064] If the measured difference exceeds the allowable value, the measured difference is decomposed along the depth direction of the long pile into supplementary stiffness difference components in the active and passive zones. A supplementary stiffness compensation vector with the supplementary stiffness difference components as the vector modulus is constructed. The distribution of the supplementary stiffness compensation vector along the depth direction is then inverted to obtain the grouting pressure and grouting volume for supplementary compensation grouting. The depth stratification used for decomposing the measured difference along the depth direction of the long pile is consistent with the depth stratification of the two earth pressure sensors arranged in pairs when obtaining the horizontal resistance parameters of the soil on both sides of the long pile. During decomposition, the measured difference values ​​are first allocated according to the proportion of the difference value of the horizontal resistance parameter of each depth layer to the total difference value of the horizontal resistance parameter of all depth layers, thus obtaining the allocated value of the measured difference value of each depth layer. The calculation formula for the allocated value of the measured difference value of each depth layer is: Dmi=Dm×Ui / ΣUi; where Dmi represents the allocated value of the measured difference value of the i-th depth layer, Dm represents the measured difference value, Ui represents the difference value of the horizontal resistance parameter obtained by subtracting the horizontal resistance parameter of the active zone from the horizontal resistance parameter of the passive zone of the i-th depth layer and taking the absolute value, and ΣUi represents the sum of the differences of the horizontal resistance parameters of all depth layers. The supplementary stiffness difference components between the active and passive zones at each depth layer are obtained by multiplying the measured difference values ​​at each depth layer by the corresponding active zone horizontal resistance parameter. The calculation of the supplementary stiffness difference components at each depth layer is: Ksi = Dmi × Pai; where Ksi represents the supplementary stiffness difference component between the active and passive zones at the i-th depth layer, Dmi represents the measured difference value at the i-th depth layer, and Pai represents the active zone horizontal resistance parameter at the i-th depth layer. When constructing the supplementary stiffness compensation vector, the supplementary stiffness difference components at each depth layer are used as the vector magnitude, and the direction from the passive zone to the active zone is used as the vector direction. Directed line segments starting from the passive zone side and ending at the active zone side are constructed at each depth layer as the corresponding supplementary stiffness compensation vector. The supplementary stiffness compensation vectors at each depth layer are arranged in ascending order of depth along the depth direction of the long pile, forming the distribution of the supplementary stiffness compensation vectors along the depth direction. When inverting the grouting pressure and grouting volume for supplementary compensation grouting, the magnitudes of the supplementary stiffness compensation vectors corresponding to each depth layer in the distribution of the supplementary stiffness compensation vector along the depth direction are sequentially extracted as the target values ​​of stiffness enhancement for each depth layer. The target values ​​of stiffness enhancement for each depth layer are input into the grouting pressure-stiffness enhancement relationship curve and the grouting volume-stiffness enhancement relationship curve, respectively. The grouting pressure value corresponding to the stiffness enhancement target value is found on the grouting pressure-stiffness enhancement relationship curve as the supplementary compensation grouting pressure value for each depth layer, and the grouting volume value corresponding to the stiffness enhancement target value is found on the grouting volume-stiffness enhancement relationship curve as the supplementary compensation grouting volume value for each depth layer.The grouting pressure distribution of supplementary compensation grouting is formed by arranging the supplementary compensation grouting pressure values ​​of each depth layer in ascending order of depth, and the grouting volume distribution of supplementary compensation grouting is formed by arranging the supplementary compensation grouting volume values ​​of each depth layer in ascending order of depth. The grouting pressure distribution and the grouting volume distribution of supplementary compensation grouting together constitute the grouting pressure and grouting volume of supplementary compensation grouting.

[0065] The target soil body requiring compensation is determined based on the sign of the measured difference value according to the grouting pressure and volume of the supplementary compensation grouting. Supplementary compensation grouting is then performed on the target soil body. The method of performing supplementary compensation grouting is as follows: In the compensation grouting pipes already inserted at each depth layer of the passive soil, the supplementary compensation grouting pressure value corresponding to each depth layer is set to the target control pressure value of the electrically controlled pressure regulating valve connected in series with the corresponding depth layer compensation grouting pipe. The supplementary compensation grouting volume value corresponding to each depth layer is set to the target cumulative flow value of the electromagnetic flowmeter connected in series with the corresponding depth layer compensation grouting pipe. Chemical curing material is injected into the passive soil through the compensation grouting pipes at each depth layer according to the allocated supplementary compensation grouting pressure and volume values. The chemical curing material used for supplementary compensation grouting is the same proportion and sourced from the same chemical curing material slurry used in the grouting and curing operation of the inner short pile. Supplementary grouting is an independent grouting process. The grouting pressure value of the grouting pipe at each depth layer remains constant, corresponding to the supplementary grouting pressure value at that depth layer, and no longer changes synchronously with the grouting pressure value of the inner short pile grouting and solidification operation. During the supplementary grouting process, the electromagnetic flowmeter accumulates the volume of chemically cured material injected in real time. When the accumulated flow rate of the electromagnetic flowmeter of the grouting pipe at a certain depth layer reaches the supplementary grouting volume value corresponding to the depth layer, the electrically controlled throttle valve connected in series with the grouting pipe at that depth layer closes. After the supplementary grouting is completed, the horizontal resistance parameters of the active zone are collected again through the earth pressure sensor pre-embedded on the active zone side, and the horizontal resistance parameters of the passive zone are collected again through the earth pressure sensor pre-embedded on the passive zone side. The measured difference value after the second collection is calculated, and it is determined whether the measured difference value after the second collection exceeds the allowable value. If the measured difference value after the second collection still exceeds the allowable value, the supplementary grouting procedure is repeated until the measured difference value after the second collection does not exceed the allowable value.

[0066] When repeating the supplementary grouting procedure, the maximum number of grouting attempts shall not exceed 3, or the total amount of grouting for supplementary grouting shall not exceed 50% of the total amount of grouting for synchronous grouting. When the maximum number of grouting attempts or the upper limit of the total amount of grouting is reached, even if the measured difference value after the second collection still exceeds the allowable value of the measured difference value, the supplementary grouting procedure shall be terminated and the design party shall be requested to make a change to the scheme.

[0067] Example 2: Figure 2A schematic diagram of a collaborative deformation control system for disturbed soft soil foundations with piles of varying lengths (outer longer than inner shorter) according to the present invention is provided. This system includes the following modules:

[0068] The parameter acquisition module is used to acquire the horizontal resistance parameters of the soil on both sides of the long pile after the outer long pile construction is completed.

[0069] The deformation judgment module is used to obtain the long-term strength recovery rate spectrum of the active zone and the passive side soil of the long pile according to the grouting and solidification scheme of the inner short pile, and calculate the collaborative deformation misalignment based on the frequency shift and peak width difference of the long-term strength recovery rate spectrum of the two zones.

[0070] The parameter inversion module is used to decompose the coordinated deformation misalignment into stiffness difference components between the active and passive zones along the depth direction of the long pile when the coordinated deformation misalignment exceeds a set threshold. The stiffness difference components are used as stiffness compensation quantities, and the distribution of stiffness compensation quantities along the depth direction is inverted to obtain the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil. If the coordinated deformation misalignment does not exceed the set threshold, synchronous compensation grouting is not performed on the passive side soil during the grouting and solidification of the inner short pile, and the process proceeds to S5 after the grouting and solidification of the inner short pile is completed.

[0071] The compensating grouting module is used to perform synchronous compensating grouting on the passive side soil at the obtained grouting pressure and grouting volume while the inner short pile is being grouted and solidified.

[0072] The compensation adjustment module is used to re-acquire the horizontal resistance parameters of the soil on both sides of the long pile after the grouting and curing of the inner short pile is completed. Based on the re-acquired horizontal resistance parameters on both sides of the long pile, the measured difference value is calculated. If the absolute value of the measured difference value exceeds the allowable value, the grouting pressure and grouting volume are re-determined based on the measured difference value and supplementary compensation grouting is performed.

[0073] The parameter acquisition module, deformation judgment module, parameter inversion module, compensation grouting module, and compensation adjustment module are connected sequentially via data signal lines.

[0074] The parameter acquisition module includes an earth pressure sensor and a vibrating wire reader. The earth pressure sensor is pre-embedded on both the active and passive zones of the outer long pile body. A vibrating wire earth pressure sensor is selected. The vibrating wire reader connects to the signal line connector of the earth pressure sensor via a signal line. The vibrating wire reader reads the frequency value of the earth pressure sensor and converts it into horizontal resistance parameters according to the sensor's factory calibration curve.

[0075] The deformation assessment module includes a pore water pressure monitoring probe and a data processing and inversion device. The pore water pressure monitoring probe is inserted into the active and passive soil zones of the long pile. A vibrating wire pore water pressure gauge is used as the probe, and its signal line is connected to the data processing and inversion device. The data processing and inversion device stores and executes programs for acquiring long-term strength recovery rate spectra, calculating coordinated deformation misalignment, and inverting stiffness compensation vectors. It receives pore water pressure data collected by the probe and executes the corresponding programs.

[0076] The compensating grouting module includes a chemical curing material supply system, a main distribution pipe, compensating grouting pipes, an electrically controlled pressure regulating valve, and an electromagnetic flowmeter. The chemical curing material supply system's output pipeline is divided into two lines: one connects to the grouting pipe for the inner short pile grouting and curing operation, and the other connects to the inlet of the main distribution pipe. The outlet of the main distribution pipe branches off to the inlets of the compensating grouting pipes at each depth layer. The compensating grouting pipes are inserted into the passive side soil at the corresponding depth layers, with each pipe corresponding to one depth layer. The electrically controlled pressure regulating valve and the electromagnetic flowmeter are connected in series on the inlet of each compensating grouting pipe. The control signal input of the electrically controlled pressure regulating valve and the signal output of the electromagnetic flowmeter are respectively connected to the data processing and inversion device.

[0077] The compensation adjustment module includes a compensation adjustment control device, which is connected to the data processing and inversion device via a data signal line. The compensation adjustment control device is also connected to the control signal input terminal of the electrically controlled pressure regulating valve and the signal output terminal of the electromagnetic flowmeter. The compensation adjustment control device is used to output a target control signal to the electrically controlled pressure regulating valve and receive the cumulative flow signal from the electromagnetic flowmeter during supplementary compensation grouting.

[0078] All calculations involved in the embodiments are dimensionless numerical calculations, and the preset parameters and thresholds in the calculations are set by those skilled in the art according to the actual situation.

[0079] Those skilled in the art will recognize that the modules and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and inventive constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0080] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0081] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0082] In conclusion, 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 within the protection scope of the present invention.

Claims

1. A method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides, characterized in that, Includes the following steps: S1: After completing the construction of the outer long pile, obtain the horizontal resistance parameters of the soil on the active zone side and the passive zone side of the long pile. The active zone side is the side that bears the grouting disturbance of the inner short pile, and the passive zone side is the side opposite to the active zone side. S2: Based on the grouting and solidification scheme of the inner short pile, obtain the long-term strength recovery rate spectrum of the active zone and the passive side soil of the long pile, and calculate the cooperative deformation misalignment based on the frequency shift and peak width difference of the long-term strength recovery rate spectrum of the two zones. S3: When the coordinated deformation misalignment exceeds the set threshold, the coordinated deformation misalignment is decomposed into stiffness difference components between the active and passive zones along the depth direction of the long pile. The stiffness difference components are used as stiffness compensation quantities. The distribution of stiffness compensation quantities along the depth direction is inverted to obtain the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil. If the misalignment of the coordinated deformation does not exceed the set threshold, then synchronous compensation grouting will not be performed on the passive side soil during the grouting and solidification of the inner short pile, and the process will proceed to S5 after the grouting and solidification of the inner short pile is completed. S4: While the inner short pile is being grouted and solidified, synchronous compensation grouting is performed on the passive side soil using the obtained grouting pressure and grouting volume; S5: After the grouting and curing of the inner short pile is completed, the horizontal resistance parameters of the soil on both sides of the long pile are re-acquired. The measured difference value is calculated based on the re-acquired horizontal resistance parameters on both sides of the long pile. If the absolute value of the measured difference value exceeds the allowable value, the grouting pressure and grouting volume are re-determined based on the measured difference value and supplementary compensation grouting is performed.

2. The method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides according to claim 1, characterized in that, S1 includes: In Earth pressure sensors are pre-embedded on both the active and passive sides of the outer long pile. After the outer long pile is constructed, the horizontal resistance parameters of the active zone are collected using the earth pressure sensor pre-embedded on the active zone side, and the horizontal resistance parameters of the passive zone are collected using the earth pressure sensor pre-embedded on the passive zone side. The horizontal resistance parameters of the active zone and the passive zone are compared. If the difference between the horizontal resistance parameters of the active zone and the passive zone does not exceed the preset benchmark difference value, then the horizontal resistance parameters of the active zone and the passive zone are used as the horizontal resistance parameters of the soil on both sides of the long pile. If the difference between the horizontal resistance parameters of the active zone and the passive zone exceeds the preset benchmark difference value, then the outer long pile is re-inspected or the soil on both sides of the outer long pile is reinforced. The horizontal resistance parameters of the active zone are then collected again using the earth pressure sensor pre-embedded on the active zone side, and the horizontal resistance parameters of the passive zone are collected again using the earth pressure sensor pre-embedded on the passive zone side. The comparison is repeated until the difference does not exceed the preset benchmark difference value.

3. The method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides according to claim 1, characterized in that, S2 includes: after determining the grouting and solidification scheme for the inner short pile, inserting pore water pressure monitoring probes into the active zone soil and passive zone soil of the long pile respectively; under the simulated grouting and solidification condition, collecting pore water pressure dissipation curves of the active zone soil and the passive zone soil through the pore water pressure monitoring probes; separating the active zone structural pore pressure component and the passive zone structural pore pressure component from the pore water pressure dissipation curves of the active zone soil and the passive zone soil respectively; plotting the active zone structural pore pressure component as a function of logarithmic time decay curve for the active zone structural pore pressure component, and plotting the passive zone structural pore pressure component as a function of logarithmic time decay curve for the passive zone structural pore pressure component. The structural pore pressure components were used to plot the passive region's structural pore pressure decay curve over logarithmic time. A multi-exponential fitting was performed on the active region's structural pore pressure decay curve over logarithmic time to obtain the long-term intensity recovery rate spectrum of the active region. Similarly, a multi-exponential fitting was performed on the passive region's structural pore pressure decay curve over logarithmic time to obtain the long-term intensity recovery rate spectrum of the passive region. The long-term intensity recovery rate spectrum of the active region was compared with that of the passive region to obtain the frequency shift and peak width differences between the two regions. The cooperative deformation misalignment was calculated based on the frequency shift and peak width differences between the two regions' long-term intensity recovery rate spectra.

4. The method for coordinated deformation control of disturbed soft soil foundation using piles with longer outer sides and shorter inner sides according to claim 3, characterized in that, The active zone structural pore pressure component is separated from the active zone soil pore water pressure dissipation curve by: subtracting the hydrostatic pressure component determined by the groundwater level from the total pore pressure in the active zone soil pore water pressure dissipation curve, and then subtracting the creep pore pressure component generated by the creep of the soil skeleton, to obtain the active zone structural pore pressure component.

5. The method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides according to claim 1, characterized in that, S3 includes: when the coordinated deformation misalignment exceeds a set threshold, decomposing the coordinated deformation misalignment layer by layer along the depth direction of the long pile to obtain the stiffness difference components between the active and passive zones at each depth layer; using the stiffness difference components at each depth layer as vector modulus and the direction from the passive zone to the active zone as vector direction, constructing stiffness compensation vectors for each depth layer; arranging the stiffness compensation amounts at each depth layer along the depth direction of the long pile to form a distribution of stiffness compensation amounts along the depth direction; using the distribution of stiffness compensation vectors along the depth direction as input, inverting the pre-established correspondence between grouting parameters and stiffness compensation amounts to obtain the grouting pressure and grouting volume values ​​corresponding to each depth layer; integrating the grouting pressure and grouting volume values ​​at each depth layer into the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil.

6. The method for coordinated deformation control of disturbed soft soil foundation using piles with longer outer sides and shorter inner sides according to claim 5, characterized in that, The inversion is performed based on the pre-established correspondence between grouting parameters and stiffness compensation, including: sequentially inputting the stiffness compensation vector of each depth layer into the grouting pressure-stiffness increase relationship curve and the grouting volume-stiffness increase relationship curve calibrated in advance through field grouting tests, and inverting layer by layer to obtain the grouting pressure value and grouting volume value of each depth layer.

7. The method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides according to claim 1, characterized in that, S4 includes: inserting compensation grouting pipes at the locations corresponding to each depth layer of the passive side soil; distributing the grouting pressure and grouting volume values ​​corresponding to each depth layer to the compensation grouting pipes of the corresponding depth layer; simultaneously injecting chemical curing material into the passive side soil through the compensation grouting pipes of each depth layer according to the distributed grouting pressure and grouting volume values ​​when the grouting and curing operation of the inner short pile is started; during the continuous grouting and curing operation of the inner short pile, the grouting pressure value of the compensation grouting pipes of each depth layer always changes synchronously with the real-time grouting pressure value of the grouting and curing operation of the inner short pile according to the proportional coefficient.

8. The method for coordinated deformation control of disturbed soft soil foundation using piles with longer outer sides and shorter inner sides according to claim 7, characterized in that, During the continuous grouting and curing operation of the inner short piles, the grouting pressure value of each depth layer compensation grouting pipe always changes synchronously with the real-time grouting pressure value of the inner short pile grouting and curing operation according to the proportional coefficient. This includes: real-time acquisition of the grouting pressure signal of the inner short pile grouting and curing operation, and transmitting the grouting pressure signal to the pressure control end of each depth layer compensation grouting pipe after proportional adjustment, so that the grouting pressure value of each depth layer compensation grouting pipe keeps synchronized with the grouting pressure value of the inner short pile grouting and curing operation.

9. The method for coordinated deformation control of disturbed soft soil foundations using piles with longer outer sides and shorter inner sides according to claim 1, characterized in that, S5 includes: collecting horizontal resistance parameters of the active zone through earth pressure sensors pre-embedded on one side of the active zone, collecting horizontal resistance parameters of the passive zone through earth pressure sensors pre-embedded on the other side of the passive zone, calculating the difference between the horizontal resistance parameters of the active zone and the passive zone as the measured difference value; if the absolute value of the measured difference value exceeds the allowable value, the measured difference value is decomposed into supplementary stiffness difference components between the active zone and the passive zone along the depth direction of the long pile, constructing a supplementary stiffness compensation vector with the supplementary stiffness difference component as the vector modulus, inverting the distribution of the supplementary stiffness compensation vector along the depth direction to obtain the grouting pressure and grouting volume of the supplementary compensation grouting; determining the target side soil to be compensated according to the positive or negative sign of the measured difference value based on the grouting pressure and grouting volume of the supplementary compensation grouting, and performing supplementary compensation grouting on the target side soil.

10. A coordinated deformation control system for disturbed soft soil foundations with piles of varying lengths on the outside and shorter lengths on the inside, used to implement the coordinated deformation control method for disturbed soft soil foundations with piles of varying lengths on the outside and shorter lengths on the inside as described in any one of claims 1-9, characterized in that, Includes the following modules: The parameter acquisition module is used to acquire the horizontal resistance parameters of the soil on both sides of the long pile after the outer long pile construction is completed. The deformation judgment module is used to obtain the long-term strength recovery rate spectrum of the active zone and the passive side soil of the long pile according to the grouting and solidification scheme of the inner short pile, and calculate the collaborative deformation misalignment based on the frequency shift and peak width difference of the long-term strength recovery rate spectrum of the two zones. The parameter inversion module is used to decompose the coordinated deformation misalignment into stiffness difference components between the active and passive zones along the depth direction of the long pile when the coordinated deformation misalignment exceeds a set threshold. The stiffness difference components are used as stiffness compensation quantities, and the distribution of stiffness compensation quantities along the depth direction is inverted to obtain the grouting pressure and grouting volume for synchronous compensation grouting of the passive side soil. If the misalignment of the coordinated deformation does not exceed the set threshold, then synchronous compensation grouting will not be performed on the passive side soil during the grouting and solidification of the inner short pile, and the process will proceed to S5 after the grouting and solidification of the inner short pile is completed. The compensating grouting module is used to perform synchronous compensating grouting on the passive side soil at the obtained grouting pressure and grouting volume while the inner short pile is being grouted and solidified. The compensation adjustment module is used to re-acquire the horizontal resistance parameters of the soil on both sides of the long pile after the grouting and curing of the inner short pile is completed. Based on the re-acquired horizontal resistance parameters on both sides of the long pile, the measured difference value is calculated. If the absolute value of the measured difference value exceeds the allowable value, the grouting pressure and grouting volume are re-determined based on the measured difference value and supplementary compensation grouting is performed.

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