Pipe jacking under municipal road stratum deformation control method and system

Abstract

The application discloses a pipe jacking underpass municipal road stratum deformation control method and system, relates to the municipal underground engineering construction technical field, and comprises the following steps: acquiring construction environment source data and grouting material configuration information of a target road section, determining vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties and road structure layer characteristics, and determining damping aggregate physical properties based on the grouting material configuration information; calculating vibration energy dissipation coefficients according to the damping aggregate physical properties and the vehicle cyclic load spectrum, and predicting the super-pore water pressure accumulation rate based on the vibration energy dissipation coefficients and the saturated sand layer physical and mechanical properties; determining the critical triggering condition of deformation control according to the super-pore water pressure accumulation rate and the road structure layer characteristics; when the pipe jacking advancing process monitoring data meets the critical triggering condition, performing grouting intervention according to the damping aggregate physical properties, and realizing the control of the stratum deformation of the target road section. The application realizes the quantitative prediction of the stratum deformation risk.

Description

Technical Field

[0001] This application relates to the field of municipal underground engineering construction technology, and in particular to a method and system for controlling the deformation of the strata when pipe jacking passes under municipal roads. Background Technology

[0002] With the expansion of urban underground space development and utilization, the pipe jacking method is widely used in municipal road underpass projects due to its advantage of not requiring road excavation. Municipal roads often lie beneath saturated sand layers. Under the coupled effect of vehicle cyclic loads and the disturbance caused by pipe jacking construction, these saturated sand layers are prone to accumulating excess pore water pressure, leading to effective stress loss and ground liquefaction, which in turn can cause road subsidence, pipeline rupture, and other engineering risks. To ensure road operation safety, effective control of ground deformation during pipe jacking construction is necessary.

[0003] Existing methods for controlling ground deformation typically employ a monitoring and feedback strategy, which involves setting up settlement monitoring points and initiating grouting remedial measures when the measured settlement exceeds a preset limit. This method treats the grouting material as a simple filling medium, focusing only on the filling effect of grout volume and grouting pressure on voids, without assessing the grouting material's ability to dissipate vibration energy. When saturated sand layers exhibit a tendency to liquefy under cyclic vehicle loads, this method still uses conventional cement-based grout for filling, failing to actively absorb vibration energy through material properties. This results in the possibility of secondary settlement of the ground after grouting due to continued vibration.

[0004] Therefore, existing technologies cannot actively dissipate vibration energy through the characteristics of grouting materials to suppress the risk of liquefaction of saturated sand layers. Summary of the Invention

[0005] In view of the aforementioned problems, this application is hereby filed.

[0006] Therefore, this application provides a method and system for controlling the deformation of the strata when pipe jacking passes under municipal roads, which can solve the problems mentioned in the background art.

[0007] To solve the above-mentioned technical problems, this application provides the following technical solution: Firstly, this application provides a method for controlling ground deformation when using pipe jacking to pass under municipal roads, including: Obtain construction environment source data and grouting material configuration information for the target road section; determine the vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties, and road structure layer properties based on the construction environment source data; and determine the damping aggregate physical properties based on the grouting material configuration information. The vibration energy dissipation coefficient is calculated based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum, and the excess pore water pressure accumulation rate is predicted based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer. Based on the cumulative rate of excess pore water pressure and the characteristics of the road structure layer, the critical triggering conditions for deformation control are determined. When the monitoring data of the pipe jacking process meets the critical triggering conditions, grouting intervention is performed according to the physical properties of the damping aggregate to control the deformation of the strata in the target section.

[0008] Preferably, the calculation of the vibration energy dissipation coefficient based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum includes: The particle size distribution and energy storage modulus of the damping aggregate are extracted from the physical properties of the damping aggregate, and the main frequency value is extracted from the vehicle cyclic load spectrum. The equivalent particle size value is determined based on the particle size distribution of the damping aggregate, and the measured value of the modulus is determined based on the energy storage modulus. The friction coefficient of the aggregate contact surface is determined based on the equivalent particle size value, and the deformation recovery rate of the aggregate is determined based on the measured modulus value. The basic energy consumption factor is obtained by calculating the friction coefficient of the aggregate contact surface and the deformation recovery rate of the aggregate. The vibration energy dissipation coefficient is obtained by frequency coupling calculation of the basic energy dissipation factor and the dominant frequency value.

[0009] Preferably, the prediction of excess pore water pressure accumulation rate based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer includes: The porosity of the saturated sand layer and the depth of the groundwater level are extracted from the physical and mechanical properties of the saturated sand layer. When the vibration energy dissipation coefficient falls into the high energy dissipation range, the saturated sand layer porosity ratio and the groundwater level burial depth are combined for permeability calculation to obtain a low accumulation rate. When the vibration energy dissipation coefficient falls into the low energy dissipation range, the saturated sand layer porosity ratio and the groundwater level burial depth are combined for permeability calculation, and the vibration energy residual load is superimposed on the calculation results to obtain a high accumulation rate. The low accumulation rate and the high accumulation rate are mapped to intervals, and the accumulation rate corresponding to the interval in which the current vibration energy dissipation coefficient is located is taken as the accumulation rate of the excess pore water pressure.

[0010] Preferably, determining the critical triggering condition for deformation control based on the cumulative rate of excess pore water pressure and the characteristics of the road structural layer includes: Extract pavement stiffness and subgrade bearing capacity ratio from the characteristics of the road structure layers; Based on the pavement stiffness value and the subgrade bearing capacity ratio, the accumulation rate of excess pore water pressure is subjected to sensitivity weighting to obtain a weighted accumulation rate. When the weighted accumulation rate exceeds a safety threshold, the safety threshold is determined as the critical triggering condition; When the weighted cumulative rate does not exceed the safety threshold, the critical triggering condition is adjusted to a multi-level early warning threshold based on the historical trend of the weighted cumulative rate.

[0011] Preferably, the monitoring data for the pipe jacking process includes at least one of surface settlement data and soil displacement data; When the monitoring data of the pipe jacking process meets the critical triggering condition, it includes: The settlement rate value from the surface settlement data and the horizontal displacement value from the soil displacement data are extracted in real time. When the settlement rate value exceeds the settlement rate critical value and the horizontal displacement value exceeds the horizontal displacement critical value, the critical triggering condition is determined to be met. When only the settlement rate value exceeds the settlement rate critical value, it is determined that the partial triggering condition is met, and the primary grouting intervention is initiated. When only the horizontal displacement value exceeds the horizontal displacement critical value, it is determined that the deviation triggering condition is met, and the deviation correction grouting intervention is initiated.

[0012] Preferably, the grouting intervention based on the physical properties of the damping aggregate includes: When the critical triggering condition is met, the damping aggregate particle size distribution and energy storage modulus in the physical properties of the damping aggregate are extracted. The slurry diffusion radius is determined based on the damping aggregate particle size distribution, and the support stiffness after slurry solidification is determined based on the energy storage modulus. The expected reinforcement range is obtained by evaluating the intervention effect of the slurry diffusion radius and the support stiffness. Based on the deviation between the expected reinforcement range and the monitoring data of the pipe jacking process, the number of grouting operations and the grouting interval are arranged in sequence to obtain the grouting intervention execution plan.

[0013] Preferably, the sequential arrangement of the grouting frequency and grouting interval includes: The grouting intervention implementation plan is divided into an initial grouting stage, a continuous grouting stage, and a closed grouting stage; During the initial grouting stage, grouting is performed at a first grouting frequency until the cumulative rate of excess pore water pressure decreases to a first rate threshold. During the continuous grouting phase, grouting is performed at a second grouting frequency, which is less than the first grouting frequency, until the surface settlement data stabilizes. During the closed grouting stage, a single supplementary grouting is performed to fill the voids caused by grout shrinkage, thus completing the grouting intervention.

[0014] Preferably, after controlling the deformation of the strata in the target road section, the method further includes: Collect formation stability verification data after grouting intervention, including residual settlement value and pore water pressure dissipation value after intervention; The settlement residual value after intervention is compared with the post-construction allowable settlement value to obtain the settlement compliance result; The pore water pressure dissipation value is compared with the pore pressure dissipation standard to obtain the pore pressure compliance result. When both the settlement compliance result and the pore pressure compliance result are compliant, the formation deformation control process ends. If either the settlement compliance result or the pore pressure compliance result is non-compliant, return to the step of performing grouting intervention based on the physical properties of the damping aggregate.

[0015] Preferably, the physical properties of the damping aggregate also include the aggregate-matrix interfacial bonding strength, and the physical properties of the damping aggregate are determined by the following method: Closed-cell rubber microspheres or polymer microspheres are selected as damping aggregate substrates. The surface of the damping aggregate substrate is treated with a coupling agent or plasma to form an interface modification layer. The shear strength between the interface modification layer and the slurry matrix is ​​tested to obtain the aggregate-matrix interface bonding strength. The aggregate-matrix interface bonding strength, energy storage modulus, and damping aggregate particle size distribution are combined to generate the complete physical properties of the damping aggregate.

[0016] Secondly, this application also provides a stratum deformation control system for pipe jacking under municipal roads, including: a source data parameter determination module, which acquires construction environment source data and grouting material configuration information of the target road section, determines the vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties and road structure layer properties based on the construction environment source data, and determines the damping aggregate physical properties based on the grouting material configuration information; The dissipation prediction module calculates the vibration energy dissipation coefficient based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum, and predicts the excess pore water pressure accumulation rate based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer. The threshold determination module determines the critical triggering conditions for deformation control based on the cumulative rate of excess pore water pressure and the characteristics of the road structure layer. The grouting control module performs grouting intervention based on the physical properties of the damping aggregate when the monitoring data of the pipe jacking process meets the critical triggering conditions, thereby controlling the deformation of the strata in the target section.

[0017] Thirdly, an electronic device is provided, comprising: a memory, a processor, and a computer program, wherein the computer program is stored in the memory, and the processor executes the computer program to perform the methods described in the first aspect of this application and various possible methods related to the first aspect.

[0018] Implementing this application will have the following beneficial effects: This application provides a method and system for controlling ground deformation when using pipe jacking to pass under municipal roads. 1. This application determines the physical properties of damping aggregate from the grouting material configuration information, extracts the particle size distribution and storage modulus of the damping aggregate, calculates the vibration energy dissipation coefficient by combining it with the vehicle cyclic load spectrum, and predicts the excess pore water pressure accumulation rate based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer. The grouting material is transformed from a simple filling medium into a functional material with vibration energy dissipation capabilities, and the absorption effect of the damping aggregate's physical properties on vibration energy is quantified. The situation where traditional methods ignore the material's energy dissipation capacity, resulting in secondary settlement of the formation due to continuous vibration after grouting, is avoided. The problem of not being able to actively dissipate vibration energy through the characteristics of the grouting material to suppress the risk of saturated sand layer liquefaction is solved, and the quantitative prediction and active control of formation deformation risk are realized.

[0019] 2. This application extracts pavement stiffness and subgrade bearing capacity from the characteristics of the road structure layers, and obtains a weighted accumulation rate by sensitivity weighting of the excess pore water pressure accumulation rate. Based on the weighted accumulation rate, a critical triggering condition is determined. When the monitoring data during the pipe jacking process meets the critical triggering condition, grouting intervention is performed according to the physical properties of the damping aggregate. The timing of grouting intervention is matched with the sensitivity of the road structure and the stage of deformation development. Grouting is performed at a first grouting frequency during the initial grouting stage, at a second grouting frequency during the continuous grouting stage, and a single supplementary grouting is performed during the closed grouting stage. The problems of fixed threshold triggering and fixed grouting parameters failing to adapt to different road structure conditions and deformation development rates are avoided. The problems of difficulty in grasping the timing of grouting intervention and mismatch between grouting rhythm and deformation development are solved. Graded control under different risk levels and optimized allocation of grouting resources are achieved. Attached Figure Description

[0020] To more clearly illustrate the technical solutions in the embodiments of this application or related technologies, the drawings used in the description of the embodiments of this application or related technologies will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0021] Figure 1 This is an overall flowchart of a method for controlling ground deformation when using pipe jacking to pass under a municipal road, as described in this application. Figure 2 This is an application environment diagram of a method for controlling ground deformation when using pipe jacking to pass under municipal roads, as described in this application. Figure 3 This is a schematic diagram of the overall structure of a ground deformation control system for pipe jacking under municipal roads, as described in this application. Figure 4 This is a computer equipment diagram of a method for controlling ground deformation when using a pipe jacking system to pass under a municipal road, as described in this application. Detailed Implementation

[0022] To make the objectives, technical solutions, and advantages of this application clearer, the following detailed description is provided in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the scope of this application.

[0023] In one exemplary embodiment, such as Figure 1 As shown, a method for controlling ground deformation when a pipe jacking tunnel passes under a municipal road is provided, including: S1: Obtain the construction environment source data and grouting material configuration information of the target road section, determine the vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties and road structure layer properties based on the construction environment source data, and determine the damping aggregate physical properties based on the grouting material configuration information. It should be noted that in the initial stage of implementing the method for controlling ground deformation when pipe jacking passes under municipal roads, it is necessary to obtain source data on the construction environment and grouting material configuration information for the target road section. The source data on the construction environment includes geotechnical engineering investigation reports provided by geological survey units, road traffic flow monitoring logs recorded by traffic management departments, and road structure design drawings issued by design institutes. The grouting material configuration information comes from product manuals provided by material suppliers and mix proportion test reports issued by laboratories. Based on the source data on the construction environment, determining the vehicle cyclic load spectrum, the physical and mechanical properties of the saturated sand layer, and the road structure layer properties requires using soil layer distribution data from the geotechnical engineering investigation report to identify the location of the saturated sand layer, analyzing vehicle axle load distribution and traffic frequency in conjunction with road traffic flow monitoring logs, and extracting the pavement structure layer thickness and material type from the road structure design drawings.

[0024] Specifically, the process of acquiring construction environment source data involves collecting geotechnical engineering investigation reports provided by geological survey units, road traffic flow monitoring logs recorded by traffic management departments, and road structure design drawings issued by design institutes. Geotechnical engineering investigation reports provide information on the distribution of underground soil layers, road traffic flow monitoring logs provide information on surface traffic loads, and road structure design drawings provide information on pavement structure construction. These three types of data together constitute the construction environment source data; the absence of any one type of data will result in insufficient basis for controlling ground deformation.

[0025] Furthermore, to determine the vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties, and road structural layer properties based on construction environment source data, it is necessary to identify the location of the saturated sand layer using soil layer distribution data from the geotechnical engineering investigation report, analyze vehicle axle load distribution and traffic frequency using road traffic flow monitoring logs, and extract the pavement structural layer thickness and material type from road structural design drawings. The vehicle cyclic load spectrum reflects the vibration input of ground traffic to the strata, the saturated sand layer physical and mechanical properties reflect the strata's response to vibration, and the road structural layer properties reflect the pavement structure's effect on vibration transmission and attenuation.

[0026] For example, road traffic flow monitoring logs record the number and speed of heavy vehicles passing through a target road segment over a week. When there are many heavy vehicles and the speed is low, the proportion of low-frequency components in the vehicle cyclic load spectrum increases. When there are few heavy vehicles and the speed is high, the proportion of high-frequency components in the vehicle cyclic load spectrum increases. When the number of heavy vehicles and the speed are in between, the proportions of low-frequency and high-frequency components in the vehicle cyclic load spectrum are in between. Different traffic conditions correspond to different spectral distributions, ensuring accurate quantification of vibration input.

[0027] Furthermore, determining the physical properties of damping aggregates based on grouting material configuration information requires confirming the aggregate type according to the damping aggregate procurement specifications and determining the matrix environment in conjunction with the cement-based grout mix design. The physical properties of damping aggregates also include the aggregate-matrix interface bonding strength, which is determined by selecting closed-cell rubber microspheres or polymer microspheres as the damping aggregate substrate.

[0028] Closed-cell rubber microspheres possess high elastic recovery capabilities, while polymer microspheres exhibit excellent chemical corrosion resistance. Closed-cell rubber microspheres are suitable for applications with low vibration frequencies and minimal environmental temperature variations, while polymer microspheres are suitable for applications with high vibration frequencies and highly corrosive groundwater.

[0029] Furthermore, the surface of the damping aggregate substrate is treated with coupling agents or plasma to form an interface modification layer. Coupling agent treatment enhances surface energy through chemical bonding, while plasma treatment increases surface roughness through physical etching. Both coupling agent treatment and plasma treatment aim to improve the bonding between the damping aggregate substrate and the slurry matrix, ensuring that vibration energy can be effectively transferred from the soil to the damping aggregate. Coupling agent treatment is suitable for aggregate substrates with low surface chemical activity, while plasma treatment is suitable for aggregate substrates with a dense surface physical structure.

[0030] Specifically, the shear strength between the modified interface layer and the grout matrix is ​​tested to obtain the aggregate-matrix interfacial bond strength. The shear strength test is performed according to the standard for testing interfacial bond strength of building materials, and the specimen curing conditions are consistent with the grouting environment of the pipe jacking project. Consistent curing conditions with the field environment eliminate deviations between laboratory tests and actual field performance, ensuring the accuracy and reliability of the test data.

[0031] Specifically, the aggregate-matrix interfacial bonding strength is fused with storage modulus and damping aggregate particle size distribution to generate complete physical indicators of the damping aggregate. This fusion process is not a simple addition, but rather a comprehensive characterization based on the contribution of interfacial bonding strength to both storage modulus and damping aggregate particle size distribution. Higher interfacial bonding strength increases the contribution of storage modulus to energy dissipation. Lower interfacial bonding strength increases the contribution of damping aggregate particle size distribution to frictional energy loss. When the interfacial bonding strength is intermediate, the contributions of storage modulus and damping aggregate particle size distribution are in equilibrium.

[0032] It should be noted that the purpose of determining the vehicle cyclic load spectrum, the physical and mechanical properties of the saturated sand layer, and the road structural layer properties is to quantify the basis of external vibration input and ground response. Under vehicle cyclic loads, the saturated sand layer beneath municipal roads is prone to excess pore water pressure accumulation, leading to effective stress loss and ground liquefaction. By extracting the spectrum, mechanical properties, and structural layer properties from the source data, the ambiguous construction environment can be transformed into calculable technical parameters, providing accurate input for downstream prediction of excess pore water pressure accumulation rates. Compared to existing technologies that rely on empirical estimation of load and ground parameters, this method determines the properties based on measured source data, avoiding the risk of control failure due to parameter deviations.

[0033] Ideally, the selection of damping aggregate substrate should take into account the chemical composition of groundwater. When the chloride ion concentration in groundwater is high, polymer microspheres should be preferred to avoid aging and failure of rubber materials. When the chemical composition of groundwater is stable, closed-cell rubber microspheres should be preferred to reduce material costs. The chemical composition of groundwater is determined based on a water quality analysis report, which is obtained from environmental monitoring departments or on-site sampling and testing.

[0034] Furthermore, after the interface modification layer is formed, scanning electron microscopy (SEM) observation of its microstructure is required to confirm that the surface roughness or chemical bonding state achieves the expected effect. For shear strength testing, multiple sets of parallel specimens need to be prepared, and the arithmetic mean is taken as the aggregate-matrix interface bonding strength to eliminate the influence of experimental errors. After the complete physical properties of the damping aggregate are generated through index fusion, they need to be stored in the construction control database for subsequent steps. Storing them in the construction control database facilitates subsequent steps, achieving seamless data flow across all stages and ensuring the consistency and executability of the entire control method.

[0035] S2: Calculate the vibration energy dissipation coefficient based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum, and predict the excess pore water pressure accumulation rate based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer. It should be noted that calculating the vibration energy dissipation coefficient requires consideration of the physical properties of the damping aggregate and the vehicle cyclic load spectrum. The particle size distribution and storage modulus of the damping aggregate are extracted from its physical properties, while the dominant frequency is extracted from the vehicle cyclic load spectrum. The particle size distribution reflects the size distribution of the aggregate particles, the storage modulus reflects the elastic deformation capacity of the aggregate, and the dominant frequency reflects the main frequency components of the vehicle load vibration. These three data points together form the input basis for calculating the vibration energy dissipation coefficient.

[0036] Specifically, the equivalent particle size is determined based on the particle size distribution of the damping aggregate, and the measured modulus value is determined based on the storage modulus. The equivalent particle size is derived from the particle size distribution of the damping aggregate using a weighted average method, representing the average particle size in the physical properties of the damping aggregate. The measured modulus value is obtained through laboratory dynamic mechanical analysis tests, representing the specific value of the storage modulus under actual working conditions. The equivalent particle size and measured modulus values ​​provide data support for subsequent determination of the friction coefficient of the aggregate contact surface and the aggregate deformation recovery rate.

[0037] The aggregate contact surface friction coefficient is determined based on the equivalent particle size, and the aggregate deformation recovery rate is determined based on the measured modulus. The aggregate contact surface friction coefficient characterizes the magnitude of sliding friction resistance between aggregate particles; the larger the equivalent particle size, the higher the aggregate contact surface friction coefficient. The aggregate deformation recovery rate characterizes the ability of aggregates to return to their original shape after deformation under stress; the higher the measured modulus, the higher the aggregate deformation recovery rate. These two coefficients reflect the two energy dissipation mechanisms: frictional energy dissipation and elastic energy dissipation, respectively.

[0038] The basic energy dissipation factor is obtained by calculating the friction coefficient of the aggregate contact surface and the aggregate deformation recovery rate. The basic energy dissipation factor comprehensively reflects the energy absorption capacity of the damping aggregate under static or quasi-static conditions. The calculation process does not involve specific mathematical operations; instead, it integrates the two coefficients into a single index through logical association. The basic energy dissipation factor serves as an intermediate variable for subsequent coupling with the vehicle cyclic load spectrum.

[0039] The vibration energy dissipation coefficient is obtained by frequency coupling calculation between the foundation energy dissipation factor and the dominant frequency value. The frequency coupling calculation considers the influence of the dominant frequency value in the vehicle cyclic load spectrum on energy dissipation efficiency. The energy dissipation efficiency of the damping aggregate physical properties varies under different dominant frequency values. The frequency coupling calculation corrects the static foundation energy dissipation factor to a dynamic vibration energy dissipation coefficient, making it closer to actual construction conditions.

[0040] It should be noted that calculating the vibration energy dissipation coefficient solves the problem of the inability to quantify the energy dissipation capacity of grouting materials. Traditional grouting material selection relies on experience and cannot assess the specific dissipation effect of materials on vibration. This method extracts the particle size distribution and storage modulus of damping aggregate from its physical properties and combines them with the dominant frequency value in the vehicle cyclic load spectrum to correlate material properties with load characteristics. The resulting vibration energy dissipation coefficient can quantitatively characterize the energy absorption capacity of grouting materials under specific loads, providing a reliable input for predicting the accumulation rate of excess pore water pressure.

[0041] Predicting the accumulation rate of excess pore water pressure requires consideration of the vibration energy dissipation coefficient and the physical and mechanical properties of saturated sand layers. The porosity of the saturated sand layer and the groundwater level depth are extracted from these properties. The porosity reflects the looseness of the sand, while the groundwater level depth reflects the distribution of groundwater pressure. These two indicators together determine the sensitivity of the physical and mechanical properties of the saturated sand layer to vibration.

[0042] The vibration energy dissipation coefficient exists in high-energy-dissipation and low-energy-dissipation ranges, with the boundaries of these ranges determined according to material performance testing standards. Those skilled in the art can practically select these range boundaries based on the distribution of test data for the physical properties of the damping aggregate. For example, a vibration energy dissipation coefficient exceeding 80% of the upper limit of the test data can be classified as a high-energy-dissipation range, falling below 20% of the lower limit as a low-energy-dissipation range, and falling in between as a transitional range.

[0043] When the vibration energy dissipation coefficient falls into the high energy dissipation range, a low accumulation rate is obtained by combining the saturated sand layer porosity ratio and groundwater level depth in a permeability calculation. The high energy dissipation range indicates that the physical properties of the damping aggregate can effectively absorb vibration energy, resulting in less vibration energy being transferred to the physical and mechanical properties of the saturated sand layer. The combined permeability calculation considers the promoting effect of the saturated sand layer porosity ratio and groundwater level depth on pore water pressure dissipation, yielding a lower excess pore water pressure accumulation rate.

[0044] When the vibration energy dissipation coefficient falls into the low energy dissipation range, the permeability of the saturated sand layer porosity and groundwater level depth are combined for calculation. The residual vibration energy load is then superimposed on the calculation results to obtain a high accumulation rate. The low energy dissipation range indicates that the damping aggregate's physical properties are insufficient to absorb vibration energy, resulting in a significant amount of vibration energy being transferred to the saturated sand layer's physical and mechanical properties. The residual vibration energy load represents the undissipated vibration energy; after superposition, a high accumulation rate of excess pore water pressure is obtained.

[0045] A range mapping is performed between low and high accumulation rates, with the accumulation rate corresponding to the current interval of the vibration energy dissipation coefficient being used as the excess pore water pressure accumulation rate. This range mapping process ensures a logical correspondence between the vibration energy dissipation coefficient and the excess pore water pressure accumulation rate. Within the transition interval, the vibration energy dissipation coefficient is used to determine the corresponding excess pore water pressure accumulation rate through linear interpolation, ensuring the continuity of the calculation results.

[0046] It should be noted that predicting the accumulation rate of excess pore water pressure solves the problem of the inability to predict formation liquefaction risk in advance. Under vibration, the accumulation of excess pore water pressure in saturated sand layers leads to the loss of effective stress, thereby triggering formation liquefaction. This method, by distinguishing between high and low energy dissipation ranges of the vibration energy dissipation coefficient and combining the saturated sand layer's porosity and groundwater depth based on its physical and mechanical properties, can quantitatively predict the accumulation rate of excess pore water pressure. Compared to existing technologies that only focus on settlement monitoring, this method can predict the risk before liquefaction occurs, providing a time window for grouting intervention.

[0047] Preferably, the residual vibration energy load is determined based on the difference between the vibration energy dissipation coefficient and the input vibration energy. The input vibration energy is calculated from the vehicle cyclic load spectrum. The higher the vibration energy dissipation coefficient, the lower the residual vibration energy load. As a superposition term, the residual vibration energy load directly reflects the influence of the remaining energy not absorbed by the physical properties of the damped aggregate on the physical and mechanical properties of the saturated sand layer.

[0048] Furthermore, the interval mapping process needs to consider the nonlinear response of the physical and mechanical properties of saturated sand layers. Changes in the void ratio of saturated sand layers lead to nonlinear changes in permeability, which in turn affects the accumulation rate of excess pore water pressure. The interval mapping algorithm incorporates a nonlinear correction function for the physical and mechanical properties of saturated sand layers to ensure that the prediction results conform to soil mechanics laws. The predicted accumulation rate of excess pore water pressure is stored in the construction control database for use in determining the critical triggering conditions for deformation control.

[0049] S3: Determine the critical triggering conditions for deformation control based on the cumulative rate of excess pore water pressure and the characteristics of the road structure layer; It should be noted that determining the critical triggering conditions for deformation control requires considering the accumulation rate of excess pore water pressure and the characteristics of the road structural layers. The pavement stiffness value and subgrade bearing capacity ratio are extracted from these characteristics. The pavement stiffness value reflects the pavement structure's ability to resist deformation, while the subgrade bearing capacity ratio reflects the subgrade soil's ability to withstand loads. These two indicators together determine the road structure's sensitivity to ground deformation.

[0050] Specifically, the process of extracting pavement stiffness and subgrade bearing capacity ratio involves consulting the material elastic modulus data in the road design drawings and the on-site plate load test report. The road design drawings provide the pavement structure layer thickness and the elastic modulus of each layer, and the pavement stiffness value is calculated using layered elastic system theory. The on-site plate load test report provides the settlement of the subgrade soil under specific loads, and the subgrade bearing capacity ratio is calculated using the load-settlement ratio. The pavement stiffness value and subgrade bearing capacity ratio serve as input data for sensitivity-weighted processing; the absence of either data will lead to bias in the weighted results.

[0051] Furthermore, based on the pavement stiffness value and the subgrade bearing capacity ratio, the excess pore water pressure accumulation rate is subjected to sensitivity weighting to obtain a weighted accumulation rate. The sensitivity weighting process is as follows: a sensitivity correction coefficient is determined, which is positively correlated with the pavement stiffness value and negatively correlated with the subgrade bearing capacity ratio. The higher the pavement stiffness value, the more sensitive the road is to the deformation of the underlying strata, and the larger the sensitivity correction coefficient value. The higher the subgrade bearing capacity ratio, the stronger the subgrade's own stability, and the smaller the sensitivity correction coefficient value. The excess pore water pressure accumulation rate is combined with the sensitivity correction coefficient to obtain the weighted accumulation rate.

[0052] For example, when the pavement stiffness is 5000 MPa, the sensitivity correction factor is 1.2. When the pavement stiffness is 3000 MPa, the sensitivity correction factor is 1.0. When the subgrade bearing capacity ratio is 8 percent, the sensitivity correction factor is decreased by 0.1. When the subgrade bearing capacity ratio is 4 percent, the sensitivity correction factor is increased by 0.1. After combining the excess pore water pressure accumulation rate with the sensitivity correction factor, the weighted accumulation rate of high-stiffness, low-bearing-capacity road sections is higher than that of low-stiffness, high-bearing-capacity road sections. The weighted accumulation rate under different road structure conditions can truly reflect the degree of influence of ground deformation on road safety.

[0053] The safety threshold is determined based on the maximum allowable deformation rate in the urban roadbed design specifications. Those skilled in the art can select the appropriate safety threshold based on the road grade, traffic flow, and protection requirements of surrounding buildings for the target road section. For example, a lower safety threshold is chosen when crossing a main road, and a higher safety threshold is chosen when crossing a secondary road. The safety threshold serves as a baseline for determining whether to immediately initiate grouting intervention; its value setting must balance construction safety and economic efficiency.

[0054] When the weighted cumulative rate exceeds a safety threshold, the safety threshold is designated as the critical triggering condition. Exceeding the safety threshold means that the formation deformation risk has reached an unacceptable level, requiring immediate grouting intervention. When the weighted cumulative rate does not exceed the safety threshold, the critical triggering condition is adjusted to a multi-level early warning threshold based on the historical trend of the weighted cumulative rate. "Not exceeding the safety threshold" includes both cases where the weighted cumulative rate is less than the safety threshold and cases where the weighted cumulative rate is equal to the safety threshold. When it equals the safety threshold, the risk is in a critical state and requires early warning management rather than immediate intervention.

[0055] Specifically, historical trends are obtained by comparing the current weighted cumulative rate with the weighted cumulative rates of the past three monitoring periods. The weighted cumulative rates of the past three monitoring periods are stored in the construction control database. If the current weighted cumulative rate shows an upward trend for three consecutive monitoring periods, the historical trend is determined to be an increasing trend. If the current weighted cumulative rate shows a downward trend for three consecutive monitoring periods, the historical trend is determined to be a decreasing trend. If the current weighted cumulative rate shows no obvious pattern of fluctuation, the historical trend is determined to be a fluctuating trend.

[0056] The multi-level early warning threshold includes a primary warning threshold and a secondary warning threshold. The primary warning threshold is lower than the safety threshold, and the secondary warning threshold is lower than the primary warning threshold. When the historical trend is an increasing trend, the critical trigger condition is adjusted to the primary warning threshold. When the historical trend is a fluctuating trend, the critical trigger condition is adjusted to the secondary warning threshold. When the historical trend is a decreasing trend, the current monitoring status is maintained, and the critical trigger condition is not adjusted. Different trends correspond to different warning levels, achieving risk-level control.

[0057] It should be noted that determining the critical triggering condition for deformation control solves the problem of difficulty in timing grouting intervention. Traditional methods rely solely on the absolute value of settlement to determine intervention, neglecting the coupling effect between the stratum deformation rate and the road structure sensitivity. This scheme introduces pavement stiffness and subgrade bearing capacity ratio for sensitivity weighting, transforming the stratum deformation rate into a weighted cumulative rate from a road safety perspective. Compared to the single threshold judgment in existing technologies, this scheme can distinguish risk levels under different road structure conditions, avoiding excessive intervention in low-sensitivity sections or delayed intervention in high-sensitivity sections.

[0058] Furthermore, the multi-level early warning threshold setting addresses the problem of insufficient early risk identification. Relying solely on a safety threshold often triggers intervention only after the risk has occurred, leaving a short window for construction adjustments. This solution monitors the historical trend of the weighted cumulative rate to identify growth trends before reaching the safety threshold and adjusts the threshold to a first-level early warning threshold. Since the first-level early warning threshold is lower than the safety threshold, it can trigger primary grouting intervention in the early stages of risk accumulation, buying more time for formation stabilization.

[0059] Ideally, the sensitivity correction coefficient is determined based on the distribution of road structure layer characteristic test data. Pavement stiffness test data is derived from deflection values ​​converted from those collected by a non-destructive testing vehicle. Subgrade bearing capacity test data is derived from on-site sampling and laboratory geotechnical tests. Test data must cover the entire target road section to avoid bias in the sensitivity correction coefficient due to insufficient representativeness of local data. The sensitivity correction coefficient is stored in the construction control database for use in determining the critical triggering conditions for deformation control. Storing it in the construction control database facilitates subsequent steps, achieving seamless data flow across all stages and ensuring the consistency and executability of the entire control method.

[0060] S4: When the monitoring data of the pipe jacking process meets the critical triggering conditions, grouting intervention is performed according to the physical characteristics of the damping aggregate to control the deformation of the strata in the target section.

[0061] It should be noted that grouting intervention must be initiated when the monitoring data during the pipe jacking process meets the critical triggering conditions. The monitoring data during the pipe jacking process includes at least one of the following: surface settlement data and soil displacement data. Surface settlement data reflects the vertical deformation of the ground surface, while soil displacement data reflects the horizontal movement of the underground soil. Both types of data together constitute the basis for judging the deformation state of the strata.

[0062] Specifically, the system extracts settlement rate values ​​from surface settlement data and horizontal displacement values ​​from soil displacement data in real time. The settlement rate value is calculated by comparing surface settlement data from two adjacent monitoring times, reflecting the rate of ground subsidence. The horizontal displacement value is calculated by comparing soil displacement data from two adjacent monitoring times, reflecting the magnitude of lateral soil movement. The extraction process relies on automated monitoring sensors, with the data acquisition frequency matched to the pipe jacking speed.

[0063] When both the settlement rate and horizontal displacement exceed the critical settlement rate and critical horizontal displacement values, the critical triggering condition is deemed met. The critical settlement rate and critical horizontal displacement values ​​are determined according to road safety protection standards. Those skilled in the art can select the appropriate critical settlement rate and critical horizontal displacement values ​​based on the road grade of the target road section, the importance of surrounding buildings, and pipeline protection requirements. For example, a lower critical settlement rate value can be selected when passing under important buildings, while a higher value can be selected when passing under green belts.

[0064] When only the settlement rate exceeds the critical settlement rate value, the partial triggering condition is met, and primary grouting intervention is initiated. A partial triggering condition indicates a higher risk of vertical deformation, but relatively good horizontal stability. Primary grouting intervention focuses on filling vertical voids and suppressing ground subsidence. When only the horizontal displacement exceeds the critical horizontal displacement value, the deviation triggering condition is met, and corrective grouting intervention is initiated. The deviation triggering condition indicates a risk of horizontal displacement, but controllable vertical deformation. Corrective grouting intervention focuses on adjusting the lateral pressure on the soil and correcting the attitude of the pipe jacking machine.

[0065] It should be noted that the triggering logic that distinguishes between settlement rate and horizontal displacement values ​​solves the problem of inaccurate judgment based on a single indicator. Traditional methods only focus on the absolute value of settlement, ignoring differences in displacement direction. This solution, by simultaneously monitoring settlement rate and horizontal displacement values, can identify both vertical settlement risk and horizontal deviation risk. Compared to existing technologies with single threshold alarms, this solution can initiate different types of grouting interventions for different deformation modes, avoiding overfilling of grout when only deviation correction is needed, or ignoring horizontal displacement when only settlement control is required.

[0066] Grouting intervention requires consideration of the physical properties of the damping aggregate. When the critical triggering conditions are met, the particle size distribution and storage modulus of the damping aggregate are extracted from its physical properties. The particle size distribution of the damping aggregate determines the permeability of the grout in the soil, while the storage modulus determines the supporting capacity of the grout after solidification. These two indicators together determine the specific parameters of the grouting intervention.

[0067] The slurry diffusion radius is determined based on the particle size distribution of the damping aggregate, and the support stiffness after slurry solidification is determined based on the storage modulus. The slurry diffusion radius reflects the area that the slurry can cover; the finer the particle size distribution of the damping aggregate, the larger the slurry diffusion radius. The support stiffness reflects the ability of the solidified body to resist deformation; the higher the storage modulus, the greater the support stiffness. These two indicators provide basic data for evaluating the intervention effect.

[0068] The intervention effect is evaluated by combining the grout diffusion radius with the support stiffness to determine the expected reinforcement range. The evaluation process integrates the grout diffusion radius coverage area with the strength provided by the support stiffness to extrapolate the size of the stable stratum after grouting. The expected reinforcement range serves as the basis for developing the grouting intervention implementation plan.

[0069] Based on the deviation between the expected reinforcement range and the monitoring data during the pipe jacking process, a grouting intervention implementation plan was derived by arranging the number of grouting operations and the grouting interval. The deviation value reflects the difference between the expected reinforcement range and the actual monitored deformation area. When the deviation value is large, the number of grouting operations increases and the grouting interval is shortened. When the deviation value is small, the number of grouting operations decreases and the grouting interval is extended. The chronological arrangement ensures that the grouting rhythm matches the deformation development rate.

[0070] Furthermore, the timing of the grouting operations and intervals is arranged sequentially, dividing the grouting intervention plan into an initial grouting stage, a continuous grouting stage, and a sealing grouting stage. The initial grouting stage aims to rapidly suppress deformation development, the continuous grouting stage aims to maintain formation stability, and the sealing grouting stage aims to eliminate residual voids. These three stages are executed sequentially to form a complete intervention process.

[0071] During the initial grouting stage, grouting is performed at a first grouting frequency until the excess pore water pressure accumulation rate decreases to a first rate threshold. The first grouting frequency is a high-frequency grouting mode, the purpose of which is to rapidly inject a large amount of grout to fill the voids. The first rate threshold is determined based on the initial value of the excess pore water pressure accumulation rate, typically selected as 50% of the initial value as the target. The decrease in the excess pore water pressure accumulation rate to the first rate threshold signifies that vibration energy dissipation has begun to take effect, and the risk of formation liquefaction has decreased.

[0072] During the continuous grouting phase, grouting is performed at a second grouting frequency, which is lower than the first grouting frequency, until the surface settlement data stabilizes. The second grouting frequency is a low-frequency grouting mode designed to maintain formation pressure balance. Stable surface settlement data is defined as the change in settlement rate value over three consecutive monitoring cycles being less than the allowable fluctuation range. The allowable fluctuation range is determined based on the accuracy of the monitoring instrument.

[0073] During the sealing grouting stage, a single supplementary grouting is performed to fill the voids created by grout shrinkage, completing the grouting intervention. During the grout solidification process, the volume shrinks, creating tiny voids. The single supplementary grouting aims to fill these shrinkage voids and ensure the compactness of the reinforced body. Completion of the grouting intervention signifies the end of this deformation control process and the start of the verification phase.

[0074] It should be noted that the phased, sequential grouting approach solves the problem that fixed grouting parameters cannot adapt to the deformation development process. Traditional grouting uses a fixed frequency and number of grouting cycles, which cannot cope with the dynamic changes in deformation rate. This scheme divides the process into three stages: initial, continuous, and closed. By adjusting the grouting frequency based on the cumulative rate of excess pore water pressure and surface settlement data, it achieves a dynamic match between the grouting rhythm and deformation development. Compared with the constant grouting technology of the past, this scheme can increase the grouting intensity during the rapid deformation development period and reduce the grouting volume during the stable period, avoiding grout waste or insufficient grouting.

[0075] Formation stability verification data were collected after grouting intervention. This data included residual settlement and pore water pressure dissipation. Residual settlement reflects the final ground settlement after grouting intervention, while pore water pressure dissipation reflects the degree of excess pore water pressure dissipation. Both indicators jointly characterize the formation stability recovery.

[0076] The residual settlement value after intervention is compared with the allowable settlement value after construction to obtain the settlement compliance result. The allowable settlement value after construction is determined according to the road completion acceptance standard. The pore water pressure dissipation value is compared with the pore pressure dissipation standard to obtain the pore pressure compliance result. The pore pressure dissipation standard is determined according to the soil consolidation theory. The two compliance results together determine whether the control process is terminated.

[0077] When both settlement and pore pressure compliance results are compliant, the formation deformation control process ends. Compliance means that formation deformation has been controlled within allowable limits, pore water pressure has dissipated, and the risk of liquefaction has been eliminated. If either settlement or pore pressure compliance results are non-compliant, the process returns to the step of performing grouting intervention based on the physical properties of the damping aggregate. Non-compliance in either case means the formation is still unstable and grouting intervention is required again. Returning to the previous step forms a closed-loop control, ensuring that formation deformation ultimately meets the standards.

[0078] It should be noted that the closed-loop verification process solves the problem of unverifiable grouting effects. Traditional methods lack quantitative verification after grouting, making it difficult to determine whether the control objectives have been achieved. This solution quantitatively assesses the grouting effect by collecting residual settlement and pore water pressure dissipation values ​​after intervention and comparing them with post-construction allowable settlement values ​​and pore pressure dissipation standards. Compared to existing technologies that rely solely on experience, this solution ensures the reliability of ground deformation control through dual verification of settlement compliance and pore pressure compliance results. Any non-compliance triggers a return to grouting intervention, preventing potential road damage due to lingering issues.

[0079] Preferably, the difference between the first and second grouting frequencies is determined based on the formation permeability. When the formation permeability is high, the difference between the first and second grouting frequencies is larger, utilizing the high permeability to rapidly diffuse the grout. When the formation permeability is low, the difference between the first and second grouting frequencies is smaller, avoiding excessive grouting pressure that could fracture the soil. Formation permeability is determined based on the permeability coefficient in the physical and mechanical properties of saturated sand layers.

[0080] Furthermore, the grouting volume for a single supplementary grouting is calculated based on the grout shrinkage rate. The grout shrinkage rate is obtained through laboratory test block curing. The test block curing conditions are consistent with the on-site grouting environment. The grouting volume equals the product of the expected reinforcement area volume and the grout shrinkage rate. This ensures that the supplementary grouting volume completely fills the shrinkage voids, avoiding over-grouting that could cause ground heave.

[0081] It should be understood that although the steps in the flowcharts of the embodiments described above are shown sequentially according to the arrows, these steps are not necessarily executed in the order indicated by the arrows. Unless explicitly stated herein, there is no strict order restriction on the execution of these steps, and they can be executed in other orders. Moreover, at least some steps in the flowcharts of the embodiments described above may include multiple steps or multiple stages. These steps or stages are not necessarily completed at the same time, but can be executed at different times. The execution order of these steps or stages is not necessarily sequential, but can be performed alternately or in turn with other steps or at least some of the steps or stages of other steps.

[0082] Based on the same inventive concept, this application also provides a control system for soil deformation when a pipe jacking system is used to pass under a municipal road. The solution provided by this system is similar to the solution described in the above method. Therefore, the specific limitations of one or more embodiments of the control system for soil deformation when a pipe jacking system is used to pass under a municipal road can be found in the limitations of the method for controlling soil deformation when a pipe jacking system is used to pass under a municipal road as described above, and will not be repeated here.

[0083] Reference Figure 2 The method for controlling ground deformation during pipe jacking under municipal roads provided in this application is applied to a distributed control system consisting of a field monitoring terminal, a network communication cloud, and a construction control server. The field monitoring terminal collects ground deformation data in real time during the pipe jacking process using integrated settlement monitoring sensors, soil displacement sensors, pore water pressure sensors, and vibration acceleration sensors. It then transmits the construction environment source data and monitoring data to the construction control server via the network communication cloud. Based on the received geological survey report, road traffic flow monitoring logs, and road structure design drawings, the construction control server determines the vehicle cyclic load spectrum, the physical and mechanical properties of the saturated sand layer, and the characteristics of the road structure layer. Combined with the damping aggregate physical properties determined by the grouting material configuration information, it calculates the vibration energy dissipation coefficient, predicts the excess pore water pressure accumulation rate, and determines the critical triggering conditions for deformation control. When the monitoring data meets the critical triggering conditions, the construction control server generates a grouting intervention command and sends it to the field monitoring terminal via the network communication cloud. The field monitoring terminal executes the grouting intervention operation based on the damping aggregate physical properties according to the command, thereby achieving active control of ground deformation in the target road section. The data storage system continuously records multi-source data throughout the entire construction process, including geotechnical investigation reports, traffic flow monitoring records, damping aggregate procurement specifications, mix proportion test reports, shear strength test data, prediction results of excess pore water pressure accumulation rate, critical triggering condition determination records, and grouting intervention execution logs. This provides data support for construction decisions and offers experience references for subsequent projects.

[0084] In one exemplary embodiment, such as Figure 3 As shown, a deformation control system for pipe jacking under municipal roads is provided, comprising: The source data parameter determination module acquires the construction environment source data and grouting material configuration information of the target road section, determines the vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties and road structure layer properties based on the construction environment source data, and determines the damping aggregate physical properties based on the grouting material configuration information. The dissipation prediction module calculates the vibration energy dissipation coefficient based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum, and predicts the excess pore water pressure accumulation rate based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer. The threshold determination module determines the critical triggering conditions for deformation control based on the cumulative rate of excess pore water pressure and the characteristics of the road structure layer. The grouting control module performs grouting intervention based on the physical properties of the damping aggregate when the monitoring data of the pipe jacking process meets the critical triggering conditions, thereby controlling the deformation of the strata in the target section.

[0085] The various modules in the aforementioned control system for soil deformation under municipal roads via pipe jacking can be implemented entirely or partially through software, hardware, or a combination thereof. These modules can be embedded in or independent of the processor in a computer device, or stored in the computer device's memory as software, so that the processor can call and execute the corresponding operations of each module.

[0086] In one exemplary embodiment, a computer device is provided, which may be a terminal, and its internal structure diagram may be as follows: Figure 4As shown, the computer device includes a processor, memory, input / output interface, communication interface, display unit, and input device. The processor, memory, and input / output interface are connected via a system bus, and the communication interface, display unit, and input device are also connected to the system bus via the input / output interface. The processor provides computing and control capabilities. The memory includes non-volatile storage media and internal memory. The non-volatile storage media stores the operating system and computer programs. The internal memory provides the environment for the operation of the operating system and computer programs in the non-volatile storage media. The input / output interface is used for exchanging information between the processor and external devices. The communication interface is used for wired or wireless communication with external terminals; wireless communication can be achieved through Wi-Fi, mobile cellular networks, Near Field Communication (NFC), or other technologies. When the computer program is executed by the processor, it implements a method for controlling soil deformation when a pipe jacking tunnel passes under a municipal road. The display unit is used to create a visually visible image and can be a display screen, projection device, or virtual reality imaging device. The display screen can be an LCD screen or an e-ink screen. The input device of the computer device can be a touch layer covering the display screen, or buttons, trackballs, or touchpads set on the casing of the computer device, or external keyboards, touchpads, or mice, etc.

[0087] Those skilled in the art will understand that Figure 4 The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer device to which the present application is applied. Specific computer devices may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0088] In one embodiment, a computer device is also provided, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the steps in the above method embodiments.

[0089] In one embodiment, a computer-readable storage medium is provided having a computer program stored thereon that, when executed by a processor, implements the steps in the above method embodiments.

[0090] In one embodiment, a computer program product is provided, including a computer program that, when executed by a processor, implements the steps in the above method embodiments.

[0091] It should be noted that the user information (including but not limited to user device information, user personal information, etc.) and data (including but not limited to data used for analysis, data stored, data displayed, etc.) involved in this application are all information and data authorized by the user or fully authorized by all parties, and the collection, use and processing of the relevant data must comply with relevant regulations.

[0092] Those skilled in the art will understand that all or part of the processes in the methods of the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium, and when executed, it can include the processes of the embodiments of the above methods. Any references to memory, databases, or other media used in the embodiments provided in this application can include at least one of non-volatile memory and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory, optical memory, high-density embedded non-volatile memory, resistive random access memory (ReRAM), magnetic random access memory (MRAM), ferroelectric random access memory (FRAM), phase change memory (PCM), graphene memory, etc. Volatile memory can include random access memory (RAM) or external cache memory, etc. By way of illustration and not limitation, RAM can take many forms, such as Static Random Access Memory (SRAM) or Dynamic Random Access Memory (DRAM). The databases involved in the embodiments provided in this application may include at least one type of relational database and non-relational database. Non-relational databases may include, but are not limited to, blockchain-based distributed databases. The processors involved in the embodiments provided in this application may be general-purpose processors, central processing units, graphics processing units, digital signal processors, programmable logic devices, quantum computing-based data processing logic devices, artificial intelligence (AI) processors, etc., and are not limited to these.

[0093] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this application.

[0094] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of this patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this application should be determined by the appended claims.

Claims

1. A method for controlling deformation of a municipal road stratum under pipe jacking, characterized in that, include: Obtain construction environment source data and grouting material configuration information for the target road section; determine the vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties, and road structure layer properties based on the construction environment source data; and determine the damping aggregate physical properties based on the grouting material configuration information. The vibration energy dissipation coefficient is calculated based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum, and the excess pore water pressure accumulation rate is predicted based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer. Based on the accumulated rate of excess pore water pressure and the characteristics of the road structure layer, the critical triggering conditions for deformation control are determined. When the monitoring data of the pipe jacking process meets the critical triggering conditions, grouting intervention is performed according to the physical properties of the damping aggregate to control the deformation of the strata in the target section.

2. The method for deformation control of the municipal road stratum under pipe jacking according to claim 1, characterized in that: The calculation of the vibration energy dissipation coefficient based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum includes: The particle size distribution and energy storage modulus of the damping aggregate are extracted from the physical properties of the damping aggregate, and the main frequency value is extracted from the vehicle cyclic load spectrum. The equivalent particle size value is determined based on the particle size distribution of the damping aggregate, and the measured value of the modulus is determined based on the energy storage modulus. The friction coefficient of the aggregate contact surface is determined based on the equivalent particle size value, and the deformation recovery rate of the aggregate is determined based on the measured modulus value. The basic energy consumption factor is obtained by calculating the friction coefficient of the aggregate contact surface and the deformation recovery rate of the aggregate. The vibration energy dissipation coefficient is obtained by frequency coupling calculation of the basic energy dissipation factor and the dominant frequency value.

3. The method for deformation control of a pipe jacking under a municipal road stratum according to claim 2, characterized in that: The prediction of excess pore water pressure accumulation rate based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer includes: The porosity of the saturated sand layer and the depth of the groundwater level are extracted from the physical and mechanical properties of the saturated sand layer. When the vibration energy dissipation coefficient falls into the high energy dissipation range, the saturated sand layer porosity ratio and the groundwater level burial depth are combined for permeability calculation to obtain a low accumulation rate. When the vibration energy dissipation coefficient falls into the low energy dissipation range, the saturated sand layer porosity ratio and the groundwater level burial depth are combined for permeability calculation, and the vibration energy residual load is superimposed on the calculation results to obtain a high accumulation rate. The low accumulation rate and the high accumulation rate are mapped to intervals, and the accumulation rate corresponding to the interval in which the current vibration energy dissipation coefficient is located is taken as the accumulation rate of the excess pore water pressure.

4. The method for deformation control of the municipal road stratum under pipe jacking according to claim 1, characterized in that: The determination of the critical triggering conditions for deformation control based on the cumulative rate of excess pore water pressure and the characteristics of the road structure layer includes: Extract pavement stiffness and subgrade bearing capacity ratio from the characteristics of the road structure layers; Based on the pavement stiffness value and the subgrade bearing capacity ratio, the accumulation rate of excess pore water pressure is subjected to sensitivity weighting to obtain a weighted accumulation rate. When the weighted accumulation rate exceeds a safety threshold, the safety threshold is determined as the critical triggering condition; When the weighted cumulative rate does not exceed the safety threshold, the critical triggering condition is adjusted to a multi-level early warning threshold based on the historical trend of the weighted cumulative rate.

5. The method for deformation control of the pipe jacking under the municipal road stratum according to claim 1, characterized in that: The monitoring data for the pipe jacking process includes at least one of surface settlement data and soil displacement data; When the monitoring data of the pipe jacking process meets the critical triggering condition, it includes: The settlement rate value from the surface settlement data and the horizontal displacement value from the soil displacement data are extracted in real time. When the settlement rate value exceeds the settlement rate critical value and the horizontal displacement value exceeds the horizontal displacement critical value, the critical triggering condition is determined to be met. When only the settlement rate value exceeds the settlement rate critical value, it is determined that the partial triggering condition is met, and the primary grouting intervention is initiated. When only the horizontal displacement value exceeds the horizontal displacement critical value, it is determined that the deviation triggering condition is met, and the deviation correction grouting intervention is initiated.

6. The method for deformation control of a pipe jacking under a municipal road stratum according to claim 5, characterized in that: The grouting intervention based on the physical properties of the damping aggregate includes: When the critical triggering condition is met, the damping aggregate particle size distribution and energy storage modulus in the physical properties of the damping aggregate are extracted. The slurry diffusion radius is determined based on the damping aggregate particle size distribution, and the support stiffness after slurry solidification is determined based on the energy storage modulus. The expected reinforcement range is obtained by evaluating the intervention effect of the slurry diffusion radius and the support stiffness. Based on the deviation between the expected reinforcement range and the monitoring data of the pipe jacking process, the number of grouting operations and the grouting interval are arranged in sequence to obtain the grouting intervention execution plan.

7. The method for controlling ground deformation when pipe jacking passes under a municipal road as described in claim 6, characterized in that: The sequential arrangement of the number of grouting operations and the grouting interval includes: The grouting intervention implementation plan is divided into an initial grouting stage, a continuous grouting stage, and a closed grouting stage. During the initial grouting stage, grouting is performed at a first grouting frequency until the cumulative rate of excess pore water pressure decreases to a first rate threshold. During the continuous grouting phase, grouting is performed at a second grouting frequency, which is less than the first grouting frequency, until the surface settlement data stabilizes. During the closed grouting stage, a single supplementary grouting is performed to fill the voids caused by grout shrinkage, thus completing the grouting intervention.

8. The method for deformation control of a pipe jacking under a municipal road stratum according to claim 1, characterized in that: After achieving control over the deformation of the strata in the target road section, the method further includes: Collect formation stability verification data after grouting intervention, including residual settlement value and pore water pressure dissipation value after intervention; The settlement residual value after intervention is compared with the post-construction allowable settlement value to obtain the settlement compliance result; The pore water pressure dissipation value is compared with the pore pressure dissipation standard to obtain the pore pressure compliance result. When both the settlement compliance result and the pore pressure compliance result are compliant, the formation deformation control process ends. If either the settlement compliance result or the pore pressure compliance result is non-compliant, return to the step of performing grouting intervention based on the physical properties of the damping aggregate.

9. The method of claim 1, wherein the method further comprises: providing a pipe jacking machine; and jacking the pipe jacking machine through the municipal road stratum. The physical properties of the damping aggregate also include the aggregate-matrix interfacial bonding strength, which is determined by the following methods: Closed-cell rubber microspheres or polymer microspheres are selected as damping aggregate substrates. The surface of the damping aggregate substrate is treated with a coupling agent or plasma to form an interface modification layer. The shear strength between the interface modification layer and the slurry matrix is ​​tested to obtain the aggregate-matrix interface bonding strength. The aggregate-matrix interface bonding strength, energy storage modulus, and damping aggregate particle size distribution are combined to generate complete physical properties of the damping aggregate.

10. A pipe jacking underpass municipal road stratum deformation control system, which adopts the pipe jacking underpass municipal road stratum deformation control method according to any one of claims 1 to 9, characterized in that, include: The source data parameter determination module acquires the construction environment source data and grouting material configuration information of the target road section, determines the vehicle cyclic load spectrum, saturated sand layer physical and mechanical properties and road structure layer properties based on the construction environment source data, and determines the damping aggregate physical properties based on the grouting material configuration information. The dissipation prediction module calculates the vibration energy dissipation coefficient based on the physical properties of the damping aggregate and the vehicle cyclic load spectrum, and predicts the excess pore water pressure accumulation rate based on the vibration energy dissipation coefficient and the physical and mechanical properties of the saturated sand layer. The threshold determination module determines the critical triggering conditions for deformation control based on the cumulative rate of excess pore water pressure and the characteristics of the road structure layer. The grouting control module performs grouting intervention based on the physical properties of the damping aggregate when the monitoring data of the pipe jacking process meets the critical triggering conditions, thereby controlling the deformation of the strata in the target section.

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