# Numerical simulation of screw piles under axial loads in a cohesive soil

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4 The result of the simulations and the data measured by strain gauges installed on the full scale test screw piles, as shown on Figures 6 and 7, are generally in good agreement. The small differences may be due to the skin friction resistance distribution along the pile not being consistent along the piles as assumed by this simulation. The skin friction may be relatively low at shallow depths because of the soil disturbance during pile installation. In addition, the soil disturbance due to pile installation, which was not considered in this simulation, may also affect the accuracy of the simulation. 6 distribution along the pile not being consistent along the piles. Further research, including full scale tests is required to obtain more accurate screw pile skin friction..5 Measured and Simulated Load (kn) 5 5 Tested - 33 kn Simulated - 33 kn Tested - 93 kn Pile Deformation (mm) Tested Simulated Simulation Depth (m).5 Simulated - 93 kn.5 Figure 6. Load Distribution of Screw Pile C 3 Ultimate Tension Capacity (kn) Tension (kn) Measured and Simulated Load (kn) 5 5 Figure 5. Load - Deformation Curves of Screw Pile T 4 CONCLUSION AND DISCUSSION This paper presents a numerical model, which is sufficiently accurate to simulate screw piles in a cohesive soil. The results of the simulations, including the bearing capacity, deformation, and load distribution, closely matched the full scale test results up to pile failure. After the failure, the results of the simulations varied somewhat from the test results which may be due to the Mohr- Coulomb model not being suitable where there is strain hardening / softening of clay. It can also be concluded that the current Mohr-Coulomb model is not suitable for simulating conditions after pile failure. From these results, it can be concluded that the result of simulations are reasonably accurate prior to the pile failure. It can also be concluded that this model can be used for engineering analysis in similar conditions. The result of the simulations and the data measured by strain gauges installed on the full scale test screw piles are generally in good agreement. The small differences may be due to the skin friction resistance Depth (m) Tested - 53 kn Simulated - 53 kn 3 Tested - 98 kn Simulated - 98 kn 4 Tested - 55 kn Simulated - 55 kn 5 Figure 7. Load Distribution of Screw Pile T 74

5 REFERENCES Almita Manufacturing Ltd. 4. Screw Pile Design Engineering Handbook. Bradka, T. D Vertical Capacity of Helical Screw Anchor Piles, Master Thesis of University of Alberta. Bhanot, K. L Behavior of Scaled and Full-Length Cast-in-Place Concrete Piles, Doctor of Philosophy thesis of University of Alberta. Hoyt, R.M. and Clemence, S.P Uplift Behavior of Screw Anchors in Sand II: Hydrostatic and Flow Conditions, Journal of Geotechnical Engineering, ASCE, 7: Itasca Consulting Group Inc.. FLAC3D-Fast Lagrangian Analysis of Continua in 3 Dimensions User s Guide. Mooney, J.M., Adamczad, S. and Clemence, S.P Uplift Capacity of Helix Anchors in Clay and Silt, Proceedings of ASCE, New York, USA : Randolph, M.F., and Wroth, C.P., 98. Recent Developments in Understanding the Axial Capacity of Piles in Clay, Ground Engineering, 5(7): 7-5. Stewart, J.P. and Kulhawy, F.H. 98. Experimental Investigation of the Uplift Capacity of Drilled Shaft Foundations in Cohesionless Soil, Contract Report B- 49(6), Niagara Mohawk Power Corporation, Syracuse, NY 4853, Available as Geotechnical Engineering Report 8- from School of Civil and Environmental Engineering, Cornell University, Ithaca, NY 485. Tomlinson, M.J The Adhesion of Piles Driven in Clay Soils, Proceedings of 5th International Conference, ISSMFE, London, : Zhang, D. J. Y Predicting Capacity of Helical Screw Piles in Alberta Soils, Master Thesis of University of Alberta. 75

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