Pullout Behavior of Nail Reinforcement in Nailed Soil Slope
Abstract
:1. Introduction
2. Materials and Methods for Soil Nail Reinforcement Pullout Test
2.1. Simulation and Dimensional Analysis
2.2. Soil Nailing System
2.3. Testing Box and Loading System
2.4. Nailed Soil Slope Modeling
2.5. Pullout Testing System
- Step 1. Adjust the height of the pulling system according to the position and inclination of the nails;
- Step 2. Attach the nail to the pulling beam by means of wire and locking nut. The load cell is connected to the wire and the pulling beam;
- Step 3. Adjust the pulling speed by means of inverter and Potentiometer to 300 r.p.m, which corresponds to a horizontal speed of 0.282627 mm/min;
- Step 4. Switch on the inverter power and measure the pulling load every two seconds to give a displacement interval of 0.01 mm until the stroke equal to 10 mm or the reading of the load cell become constant with the increasing displacement.
2.6. Finite Element Modeling
3. Results and Discussion
4. Conclusions
- The pullout force was increased as the displacement of the nail increased until it reached the maximum pullout force and then decreased or became constant;
- The lower nail exerted a greater pullout force than the middle nail and the least pull-out force occurred at the upper nail. This may be attributed to the fact that the lower nail had a greater overburden pressure than the middle and the upper nails;
- There was a steep increase in the pullout force in the lower nail with an increase in the footing pressure, whereas in case of the middle nail, there was a slight increase with the increase in footing pressure;
- In the upper nail, the rate of increase of pullout forces changed from a high increase to a constant, whereas in case of the middle nail, the rate of increase of pullout forces increased slowly and became constant;
- The numerical model results point out that the laboratory models underestimate the pullout behavior of nail reinforcement in nailed soil slopes.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Property | Value | Property | Value |
---|---|---|---|
% of Clay | 0.00 | Specific gravity (Gs) | 2.62 |
% of Silt | 1.33 | Minimum density (γmin) (kN/m3) | 15.30 |
% of fine Sand | 39.17 | Maximum density (γmax) (kN/m3) | 17.80 |
% of medium Sand | 58.63 | Minimum void ratio (emin) | 0.472 |
% of coarse Sand | 0.87 | Maximum void ratio (emax) | 0.712 |
% of fine Gravel | 0.00 | Angel of internal friction (ϕ°) | 34 |
Effective diameter (D10) mm | 0.126 | Bulk Density (γb) (kN/m3) | 16.41 |
Coefficient of uniformity (Cu) | 1.99 | Void ratio (e) | 0.597 |
Coefficient of gradation (Cu) | 1.00 | Relative density (%) | 48 |
Element | Length (mm) | Maximum Tensile Force (kN) | Strains at Ultimate Stress (με) | Maximum Tensile Strength (kPa) | Young’s Modulus (kPa) | Flexural Rigidity, EI (kN·mm2) | Normal Stiffness, EA (kN/m) |
---|---|---|---|---|---|---|---|
5 mm Steel Nails | 700 | 17.4 | 7625 | 8.8 × 105 | 21.2 × 107 | 6.51 × 10−3 | 4165.9 |
Component | Material | Width (mm) | Thickness (mm) | Young’s Modulus (kPa) | Bending Stiffness (kN·mm2) | Axial Stiffness (kN) |
---|---|---|---|---|---|---|
Facing | Perspex | 140 | 5.0 | 4200 | 0.04375 | 0.021 |
Footing | Steel | 150 | 22.0 | 21.2 × 107 | 188186.6 | 4665.78 |
Parameter | A (mm) | B (mm) | Y (mm) | Z (mm) | X (mm) | Sh = Sv (mm) | Slope Angle (°) | Nail Inclination (°) | H = Ln (mm) | RD (%) | q (kPa) |
---|---|---|---|---|---|---|---|---|---|---|---|
Value | 405 | 150 | 834 | 146 | 225 | 280 | 40 | 0 | 700 | 48 | 5, 10, 20, 30 |
Bulk Density (kN/m3) | Material Model (Mohr-Coulomb) | Plastic Straining Due to Deviator Loading (E50)ref (kPa) | Plastic Straining Due to Primary Comp. (Eoed)ref (kPa) | Elastic Unloading/Reloading | Stress Dependent Stiffness (m) | ||||
---|---|---|---|---|---|---|---|---|---|
φ | C (kPa) | ψ | υ | (Eur)ref (kPa) | υur | ||||
16.41 | 34 | 0.2 | 4 | 0.31 | 1959 | 1959 | 5877 | 0.2 | 0.5 |
Footing pressure (kPa) | 0 | 5 | 10 | 20 | 30 |
Footing settlement (Lab., %) | 0 | 0.29 | 0.46 | 0.8 | 1.45 |
Footing settlement (Comp., %) | 0 | 0.265 | 0.5 | 1.13 | 1.95 |
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Mohamed, M.H.; Ahmed, M.; Mallick, J. Pullout Behavior of Nail Reinforcement in Nailed Soil Slope. Appl. Sci. 2021, 11, 6419. https://doi.org/10.3390/app11146419
Mohamed MH, Ahmed M, Mallick J. Pullout Behavior of Nail Reinforcement in Nailed Soil Slope. Applied Sciences. 2021; 11(14):6419. https://doi.org/10.3390/app11146419
Chicago/Turabian StyleMohamed, Mahmoud H., Mohd Ahmed, and Javed Mallick. 2021. "Pullout Behavior of Nail Reinforcement in Nailed Soil Slope" Applied Sciences 11, no. 14: 6419. https://doi.org/10.3390/app11146419
APA StyleMohamed, M. H., Ahmed, M., & Mallick, J. (2021). Pullout Behavior of Nail Reinforcement in Nailed Soil Slope. Applied Sciences, 11(14), 6419. https://doi.org/10.3390/app11146419