Study on Load-Bearing Characteristics and Engineering Applications for Cement–Soil Pipe Pile
Abstract
1. Introduction
2. Field Experiment
- (1)
- The pipe pile should adopt a special pipe pile churning and spraying drill bit, and it is preferable to adopt the sinking drilling and spraying method as a priority.
- (2)
- When the driving pipe pile spraying and stirring bit sinks into the ground, start the high-pressure mud pump to supply cement slurry to the nozzle, and turn off the mud pump while drilling and spraying and stirring until the designed depth is reached; the value of the cement slurry spraying pressure is 10 Mpa–12 Mpa (adjusted according to the wall thickness).
- (3)
- Stirring and lifting at the same time, turn on the mud pump for re-spraying and re-stirring when it reaches a height of 2.5 m from the top of the pile. Stop the slurry after the drill is lifted to the ground elevation.
3. Physical Model Testing
3.1. Model Testing System
3.2. Test Conditions
3.3. Model Building
3.4. Test Methods
3.5. Test Steps
- (1)
- The control model pile is loaded with 200 N until the ultimate load is obtained.
- (2)
- The settlement observation specification stipulates that the next level of loading shall not be carried out when the subsidence is not stabilized. The observation time of each level of loading is as follows: Each level of loading should be observed immediately after loading, and then in the first hour, it is observed every 15 min; in the second hour, it is observed every 30 min; from the third hour onwards, it is observed every 1 h.
- (3)
- Stabilization standard of settlement: If the amount of subsidence of each level of load is not more than 0.1 mm in the last 30 min, the settlement can be regarded as stabilized, and the next level of load can be applied.
- (4)
- The termination of loading and the value of limit load: The loading can be terminated when the sinking amount of the current load is equal to or greater than 2 times the sinking amount of the previous load.
3.6. Experimental Results and Analysis
4. Computational Modeling
4.1. Mohr–Coulomb Model for Exponential Decay of Hydraulic Soils
4.2. Triaxial Test Validation
4.3. Field Test Validation
4.4. Calculate the Operating Conditions
5. Analysis of Calculation Results
5.1. Analysis of the Influence of Cement Soil Pipe Pile Wall Thickness on Bearing Capacity
5.2. Analysis of the Effect of Pile Diameter on Bearing Capacity
5.3. Analysis of the Effect of Pipe Pile Length on Bearing Capacity
6. Engineering Applications
7. Conclusions and Prospects
7.1. Conclusions
- Drilling head and construction techniques for cement–soil pipe piles were developed, their reliability through on-site testing was validated, and a novel method for composite foundation treatment was proposed.
- As the diameter of equal cross-section cylinder piles increases, their single-pile bearing capacity rises, while the unit volume bearing capacity initially increases and then decreases, with the axial force showing a pattern of larger results upwards and smaller downwards.
- An exponential decay model using plastic shear strain was introduced, where cohesion, friction angle, and shear expansion angle decrease exponentially with shear plastic strain, effectively modeling strain softening in cement–soil pipe piles. The model’s validity was confirmed by triaxial tests and on-site single-pile bearing assessments.
- The diameter of cement–soil pipe piles significantly influences bearing capacity, with an increase from 600 mm to 1000 mm enhancing capacity by 2.14 times, while wall thickness has a minimal impact. The typical effective length is around 10 m. Larger diameters improve overall capacity but decrease per unit volume. A 600 mm diameter and 150 mm wall thickness are optimal for efficient material use.
- This study explores how the dimensions of cement–soil pipe piles affect their load-bearing capacity. Future research will address factors like lateral friction, end resistance, axial load, and soil core influence on bearing properties, enhancing understanding of load-bearing mechanisms.
7.2. Prospects
Author Contributions
Funding
Data Availability Statement
Conflicts of Interest
References
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Working Condition | Serial Number | OD/mm | ID/mm | Pile Length/mm | Note |
---|---|---|---|---|---|
PS | PS | 33 | 33 | 667 | |
PT-1 | 40 | 20 | 667 | effect of cylinder pile size | |
PT | PT-2 | 47 | 23 | 667 | |
PT-3 | 53 | 27 | 667 |
Appearance | White |
---|---|
Density | 1.11~1.15 g/cm3 @25 °C |
Viscosity | 280~420 cps @ 25 °C |
Dp | 0.135~0.158 mm |
Ec | 8.1~9.0 mJ/cm2 |
Building 1ayer thickness | 0.05~0.12 mm |
Measurement | Test Method | Value |
---|---|---|
90 min UV post-cure | ||
Hardness Shore D | ASTM D 2240 | 76~88 |
Flexural modulus Mpa | ASTM D 790 | 2692~2775 |
Flexural strength Mpa | ASTM D 790 | 69~74 |
Tensile modulus MPa | ASTM D 638 | 2589~2695 |
Tensile strength MPa | ASTM D 638 | 38~56 |
Elongation at break | ASTM D 638 | 8~12% |
Poisson’s ratio | ASTM D 638 | 0.4~0.44 |
Impact strength notched Izod, J/m | ASTM D 256 | 32~38 |
Heat deflection temperature, °C | ASTM D 648@66 PSI | 39~52 |
Glass transition, Tg °C | DMA, E” peak | 40~57 |
Coefficient of thermal expansion/°C | TMA(T) | 90~103 × 106 |
Density g/cm3 | 1.12~1.18 | |
Dielectric constant 60 Hz | ASTM D 150-98 | 4.2~5.0 |
Dielectric constant 1 kHz | ASTM D 150-98 | 3.3~4.2 |
Dielectric constant 1 MHz | ASTM D 150-98 | 3.2~4.0 |
Dielectric strength kV/mm | ASTM D 1549-97a | 12.8~16.1 |
Profundity/m | Material Type | Severe/ (kN/m3) | Cohesion/ kPa | Internal Friction Angle/° | Young’s Modulus/ MPa | Poisson’s Ratio |
---|---|---|---|---|---|---|
0–5 | Silty Clay | 17 | 32 | 28 | 24.5 | 0.3 |
5–10 | Dust | 18 | 20 | 20.5 | 22.5 | 0.3 |
10–40 | Silt | 18.5 | 12 | 28 | 17.5 | 0.3 |
Modulus of Elasticity (kPa) | Cohesion (kPa) | Angle of Internal Friction (°) | Residual Value of Cohesion (kPa) | Residual Value of Angle of Internal Friction (°) | Cr/C0 | Critical Plastic Shear Strain εd0 (%) |
---|---|---|---|---|---|---|
225 × 103 | 412 | 35 | 164.8 | 21 | 0.6 | 1 |
Φ600 mm Single Pile Bearing Capacity (kN) | Φ800 mm Single Pile Bearing Capacity (kN) | ||||
---|---|---|---|---|---|
On-Site Measurement | Exponential Decay Mohr–Coulomb | Mohr–Coulomb | On-Site Measurement | Exponential Decay Mohr–Coulomb | Mohr–Coulomb |
430 | 445 | 445 | 785 | 670 | 670 |
Operating Condition | Outer Diameter/mm | Inner Diameter/mm | Pile Length/m | Pipe Wall Thickness/mm |
---|---|---|---|---|
1 | 600 | 0 | 10 | 300 (Solid Core Pile) |
2 | 600 | 300 | 10 | 150 |
3 | 600 | 200 | 10 | 200 |
4 | 600 | 100 | 10 | 250 |
5 | 700 | 350 | 10 | 175 |
6 | 800 | 400 | 10 | 200 |
7 | 1000 | 500 | 10 | 250 |
8 | 600 | 300 | 6 | 150 |
9 | 600 | 300 | 8 | 150 |
10 | 600 | 300 | 12 | 150 |
Zones | Pile Spacing/m | Eigenvalue of Bearing Capacity of Single Pile/kN | Eigenvalues of Bearing Capacity of Composite Foundations/kPa | Number of Piles/m | Cement Usage/t | ||||
---|---|---|---|---|---|---|---|---|---|
Devise | Pipe Pile | Devise | Pipe Pile | Devise | Pipe Pile | Devise | Pipe Pile | ||
A | 1.2 | 1.5 | 140 | 213 | 180 | 11256 | 7475 | 617 | 447 |
B | 1.5 | 1.8 | 140 | 213 | 145 | ||||
C | 1.8 | 2.2 | 140 | 213 | 135 |
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Zhou, C.; Zheng, X.; Zhang, S.; Li, C.; Yang, Y.; Han, J. Study on Load-Bearing Characteristics and Engineering Applications for Cement–Soil Pipe Pile. Buildings 2025, 15, 912. https://doi.org/10.3390/buildings15060912
Zhou C, Zheng X, Zhang S, Li C, Yang Y, Han J. Study on Load-Bearing Characteristics and Engineering Applications for Cement–Soil Pipe Pile. Buildings. 2025; 15(6):912. https://doi.org/10.3390/buildings15060912
Chicago/Turabian StyleZhou, Chong, Xiangzhuo Zheng, Sifeng Zhang, Chao Li, Yaohui Yang, and Jianyong Han. 2025. "Study on Load-Bearing Characteristics and Engineering Applications for Cement–Soil Pipe Pile" Buildings 15, no. 6: 912. https://doi.org/10.3390/buildings15060912
APA StyleZhou, C., Zheng, X., Zhang, S., Li, C., Yang, Y., & Han, J. (2025). Study on Load-Bearing Characteristics and Engineering Applications for Cement–Soil Pipe Pile. Buildings, 15(6), 912. https://doi.org/10.3390/buildings15060912