Analysis and Application of Critical Pressure Prediction Model for Surface Leakage of Underwater Shallow Buried Jacking-Pipe Grouting
Abstract
1. Introduction
2. Critical Pressure Definition and Leakage Mechanisms in Grouting Surface
3. Critical Pressure Theory Analysis
3.1. Predictive Modeling
- (1)
- The slurry pressure was stabilized [26], which meant that the pressure loss due to diffusion of the grouting pressure was not considered;
- (2)
- The slurry wall was formed over a short period of time, or the slurry wall was stabilized. The strength of the mud film was sufficient, which meant that the mud film was a complete seal for the leakage channel until shear damage occurred in the soil;
- (3)
- The mud film caused by the slurry was horizontal. The additional stresses attached to the sealing surface by the liquid column were not affected by changes in the depth of the seal.
3.2. Derivation of Critical Pressure Equation
3.3. Calculation Reasonableness Validation
4. Numerical Simulation Calculation and Analysis of Jacking-Pipe Grouting Construction
4.1. Numerical Simulation Model Generalization
- (1)
- The frontal support pressure during jacking-pipe construction was taken from the lateral static earth pressure at the center point of the excavation surface and applied in the form of a circular uniform load over the entire area of the excavation surface. The frontal digging force of the jacking pipe was taken as 88.5 kPa, as shown in Figure 6a.
- (2)
- The pipe section material was isotropic linear elastomer, and the effect of the joints between the sections was neglected. Pipe–soil friction force was exerted on the outer surface of the pipe shell and the inner surface of the soil around the pipe. The friction between the pipe and soil was a certain value and uniformly distributed along the pipe jacking direction. It was realized by setting a coefficient of friction on the contact surfaces. The friction force was taken as 3.5 kPa, as shown in Figure 6b.
- (3)
- The mud jacket between the shell and the pipe sheet was simulated using an equivalent layer, as shown in Figure 5b. The modulus of elasticity of the equivalent layer was taken as 1/50 of the pulverized silty clay unit, and its thickness was taken as 2 cm. During the jacking process of the pipe-jacking, a circumferential gap was created between the soil and the pipe-jacking. A drag-reducing thixotropic slurry was injected around the pipe-jacking to reduce the frictional resistance thereafter. In the numerical model, the lost soil area (mud jacket) after the above drag-reducing thixotropic slurry grouting was equivalently replaced by an equivalent layer with a thickness of 2 cm. By varying the properties of the equivalent layer and the setting of the boundary conditions, the change of soil properties during the grouting process can be simulated. This can enable the simulation of simultaneous grouting during jacking [27]. Grouting pressure was the force acting on the pipe sheet and the soil surrounding the pipe sheet. In the simultaneous grouting process, the slurry, under a certain pressure and with a certain grouting speed, infiltrated through the gap of the soil body. The grouting pressure was distributed equally on the upper and lower surfaces of the equivalent layer, and its value was taken as 197.538 kPa, as shown in Figure 6c.
- (4)
- The initial stresses were considered only the self-weight stresses of the strata. Consolidation settlements of the strata over time were not considered. Groundwater effect was also not considered. Only soil settlement due to the jacking of pipe was considered.
4.2. Calculation of Working Conditions
4.3. Analysis of Calculation Results
5. Discussion
6. Conclusions
- (1)
- The occurrence of slurry bubbling depends primarily on the maximum pressure that the formation can withstand before damage occurs, and the relative magnitude of the slurry pressure. In this paper, a general mathematical expression for the critical jacking-pipe grouting pressure for the shallow buried river-crossing jacking pipe was obtained based on background engineering, condition assumptions and theoretical derivation. The magnitude of its value is related to the cohesive force , the angle of internal friction , the thickness of the overburden and other factors. These three parameters have a clear linear relationship with the surface leakage critical pressure . For each unit increase in their volume, the critical grouting pressure increases by 4 kPa, 1.6 kPa, and 12 kPa, respectively.
- (2)
- Numerical simulations were performed to calculate the working conditions of jacking-pipe grouting under different grouting pressures, and the surface displacement and deformation values under different grouting pressures were analyzed. As the jacking-pipe grouting pressure increases, the vertical displacement and deformation of the soil above the jacking pipe increases. When the jacking-pipe grouting pressure increased to 197.538 kPa, the displacement of the soil above the jacking pipe manifested itself as a bulge. The vertical displacement of the ground surface above the axial direction of the jacking pipe gradually decreases with the rising of the grouting pressure. When the jacking-pipe grouting pressure increases to 197.538 kPa, the manifestation of the maximum vertical displacement of the ground surface above the axial direction of the jacking pipe changes from settling to bulging.
- (3)
- This study revealed the influence law of grouting pressure on shallow buried river-crossing jacking-pipe grouting construction. Reasonable grouting pressure can effectively reduce formation loss and surface deformation. However, excessive jacking-pipe grouting pressure can produce surface bubbling and damage the jacking-pipe structure. Therefore, the critical grouting pressure is a major factor in the construction of similar projects. In construction practice, the critical grouting pressure is often derived from empirical estimates. The critical grouting pressure theory proposed in this study can provide an accurate reference value for similar projects. This will provide a theoretical basis and an adjustment program for the construction of similar projects. In the future, the research will be aimed at the IoT intelligent control platform, which will make the prediction and control of grouting pressure more convenient and reliable.
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Calculated Parameters | Value | Calculated Results | Value |
---|---|---|---|
40 kPa | 0.733 | ||
15.5° | 27.66 | ||
3 m | 77.09 | ||
1.922 kg/m3 | 134,811.105 | ||
19.22 kg/m3 | 197.538 |
Parameter Type | Elastic Modulus E/(MPa) | Poisson’s Ratio | Volumetric Weight γ/(kN/m3) | Cohesive Force c/(kPa) | Angle of Internal Friction φ/(°) |
---|---|---|---|---|---|
Fill | 8.0 | 0.27 | 18.00 | 10 | 10.0 |
Silty chalky clay | 3.2 | 0.27 | 17.52 | 6.2 | 5.8 |
Clay | 11.9 | 0.25 | 19.22 | 69.1 | 16.9 |
Silty clay | 11.3 | 0.25 | 19.22 | 39.3 | 15.5 |
pipe sheet | 28,000 | 0.2 | 23.0 | - | - |
Jacking machine’s shell | 206,000 | 0.3 | 78.5 | - | - |
Grouting | Grouting Pressure (kPa) | Grouting | Grouting Pressure (kPa) |
---|---|---|---|
0 | 0 | 1.5 | 296.307 |
0.4 | 79.015 | 2.0 | 395.076 |
0.8 | 158.031 | 2.5 | 493.845 |
1.0 | 197.538 | 3.0 | 592.614 |
Parameters | ||||||||
---|---|---|---|---|---|---|---|---|
Variant | 3.0 | 20.0 | 15.5 | 0.733 | 27.66 | 38.545 | 39,253.553 | 117.085 |
3.0 | 40.0 | 15.5 | 0.733 | 27.66 | 77.090 | 134,811.105 | 197.538 | |
3.0 | 60.0 | 15.5 | 0.733 | 27.66 | 115.636 | 287,251.475 | 277.886 | |
3.0 | 80.0 | 15.5 | 0.733 | 27.66 | 154.181 | 496,574.662 | 358.205 | |
3.0 | 100.0 | 15.5 | 0.733 | 27.66 | 192.726 | 762,780.666 | 438.510 | |
3.0 | 150.0 | 15.5 | 0.733 | 27.66 | 289.089 | 1,677,158.000 | 639.252 | |
3.0 | 200.0 | 15.5 | 0.733 | 27.66 | 385.452 | 2,947,052.942 | 839.981 | |
3.0 | 250.0 | 15.5 | 0.733 | 27.66 | 481.815 | 4,572,465.491 | 1040.704 | |
3.0 | 300.0 | 15.5 | 0.733 | 27.66 | 578.178 | 6,553,395.647 | 1241.424 | |
3.0 | 400.0 | 15.5 | 0.733 | 27.66 | 770.904 | 11,581,808.780 | 1642.861 | |
3.0 | 500.0 | 15.5 | 0.733 | 27.66 | 963.630 | 18,032,292.341 | 2044.294 | |
3.0 | 600.0 | 15.5 | 0.733 | 27.66 | 1156.357 | 25,904,846.330 | 2445.727 | |
Variant | 3.0 | 40.0 | 5.0 | 0.913 | 27.66 | 79.696 | 135,312.179 | 179.673 |
3.0 | 40.0 | 10.0 | 0.826 | 27.66 | 78.785 | 137,740.448 | 188.310 | |
3.0 | 40.0 | 15.0 | 0.741 | 27.66 | 77.274 | 135,308.454 | 196.710 | |
3.0 | 40.0 | 20.0 | 0.658 | 27.66 | 75.175 | 128,440.189 | 204.893 | |
3.0 | 40.0 | 25.0 | 0.577 | 27.66 | 72.505 | 117,890.351 | 212.859 | |
3.0 | 40.0 | 30.0 | 0.500 | 27.66 | 69.282 | 104,642.083 | 220.586 | |
Variant | 1.0 | 40.0 | 15.5 | 0.733 | 9.22 | 77.090 | 120,652.165 | 172.937 |
2.0 | 40.0 | 15.5 | 0.733 | 18.44 | 77.090 | 127,667.322 | 185.257 | |
3.0 | 40.0 | 15.5 | 0.733 | 27.66 | 77.090 | 134,811.105 | 197.538 | |
4.0 | 40.0 | 15.5 | 0.733 | 36.88 | 77.090 | 142,083.514 | 209.782 | |
5.0 | 40.0 | 15.5 | 0.733 | 46.10 | 77.090 | 149,484.549 | 221.991 | |
6.0 | 40.0 | 15.5 | 0.733 | 55.32 | 77.090 | 157,014.210 | 234.169 | |
7.0 | 40.0 | 15.5 | 0.733 | 64.54 | 77.090 | 164,672.497 | 246.317 | |
8.0 | 40.0 | 15.5 | 0.733 | 73.76 | 77.090 | 172,459.410 | 258.438 | |
9.0 | 40.0 | 15.5 | 0.733 | 82.98 | 77.090 | 180,374.949 | 270.534 | |
10.0 | 40.0 | 15.5 | 0.733 | 92.20 | 77.090 | 188,419.114 | 282.605 |
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Zhang, Z.; He, Y.; Li, X.; Li, X.; Wei, L.; Chen, F. Analysis and Application of Critical Pressure Prediction Model for Surface Leakage of Underwater Shallow Buried Jacking-Pipe Grouting. Buildings 2025, 15, 2359. https://doi.org/10.3390/buildings15132359
Zhang Z, He Y, Li X, Li X, Wei L, Chen F. Analysis and Application of Critical Pressure Prediction Model for Surface Leakage of Underwater Shallow Buried Jacking-Pipe Grouting. Buildings. 2025; 15(13):2359. https://doi.org/10.3390/buildings15132359
Chicago/Turabian StyleZhang, Ziguang, Yong He, Xiaopeng Li, Xiang Li, Lin Wei, and Feifei Chen. 2025. "Analysis and Application of Critical Pressure Prediction Model for Surface Leakage of Underwater Shallow Buried Jacking-Pipe Grouting" Buildings 15, no. 13: 2359. https://doi.org/10.3390/buildings15132359
APA StyleZhang, Z., He, Y., Li, X., Li, X., Wei, L., & Chen, F. (2025). Analysis and Application of Critical Pressure Prediction Model for Surface Leakage of Underwater Shallow Buried Jacking-Pipe Grouting. Buildings, 15(13), 2359. https://doi.org/10.3390/buildings15132359