- Open Access
Numerical Analysis of Pile–Soil Interaction under Axial and Lateral Loads
© The Author(s) 2014
Received: 29 July 2013
Accepted: 23 April 2014
Published: 12 July 2014
In this paper, the analysis of a numerical study of pile–soil interaction subjected to axial and lateral loads is presented. An analysis of the composite pile–soil system was performed using the finite difference (FD) software LPILE. Two three dimensional, finite element (FE) models of pile–soil interaction have been developed using Abaqus/Cae and SAP2000 to study the effect of lateral loading on pile embedded in clay. A lateral displacement of 2 cm was applied to the top of the pile, which is embedded into the concrete pile cap, while maintaining a zero slope in a guided fixation. A comparison between the bending moments and lateral displacements along the depth of the pile obtained from the FD solutions and FE was performed. A parametric study was conducted to study the effect of crucial design parameters such as the soil’s modulus of elasticity, radius of the soil surrounding the pile in Abaqus/Cae, and the number of springs in SAP2000. A close correlation is found between the results obtained by the FE models and the FD solution. The results indicated that increasing the amount of clay surrounding the piles reduces the induced bending moments and lateral displacements in the piles and hence increases its capacity to resist lateral loading.
The research described in this paper presents a numerical investigation to study the composite pile–soil system. The objectives of this research are to: (1) analyze pile–soil interaction using the finite difference software LPILE 2012 and the finite element software Abaqus/Cae and SAP2000, (2) compare the bending moments and lateral displacements induced along the depth of the pile using the finite difference method and the finite element models, and (3) conduct a parametric study to determine the effect of relevant design parameters which include the soil modulus of elasticity, increasing the amount of clay surrounding the piles, and varying the number of soil springs on the pile induced bending moment and lateral displacements along its depth.
2 Bridge Description
3 Finite Difference Method Model
4 Finite Element Models
Two 3D finite element models were developed of the pile–soil interaction using the finite element software Abaqus/Cae and SAP2000.
6 Comparison Between the FE Models and LPILE
7 Parametric Study
A parametric study was conducted to analyze the effect of crucial design parameters such as the variation in the magnitudes of modulus of elasticity, the amount of soil surrounding the pile, and the number of soil springs on the bending moment and lateral displacements induced along the depth of the pile.
7.1 Effect of Variation in Modulus of Elasticity
7.2 Effect of Variation in Amount of Soil Surrounding the Pile
7.3 Effect of Variation in Number of Soil Springs
7.4 Effect of Applying Axial Load
Kim and Jeong (2011) presented a study to investigate pile–soil interaction. They developed a series of 3D FE analyses. The analytical results and modeling methods that were used in this research were verified using results of field tests of large diameter laterally loaded piles in clay. The modulus of elasticity of soil ranges from 3 to 15 MPa. This range was covered in this research since the modulus of elasticity values used in this research ranges from 5 to 50 MPa. Lateral displacement and bending moment distribution versus pile depth was similar in trend to those determined in this research.
8 Summary and Conclusions
The analysis of pile–soil interaction under lateral loading has always been a concern. A comparative study to analyze pile–soil interaction under lateral loading was conducted. A 2D finite difference method model was developed using LPILE, 2012. The soil was assumed to be stiff clay without free water with a unit weight of 2001.2 kg/m3. The pile is oriented such that bending is about the weak axis. Two 3D finite element models were developed using the finite element software Abaqus/Cae and SAP 2000. In the 3D finite element model developed using Abaqus/Cae, both the pile and the soil were modeled using solid continuum elements (C3D8R) to account for the continuity of the soil. An elastic-perfectly plastic model was adopted for the pile. A Mohr–Coulomb failure criterion was defined for the clay. The clay was assumed to vary from soft to hard without free water. The contact behavior between the piles and the soil was defined using tangential and normal algorithms in ABAQUS/Cae. A rigid body motion was defined at the top of the pile by tying the degrees of freedom of the elements embedded in the pile cap (30.5 cm from the top of the pile) to a reference point at the centroid of the pile’s cross-section. Three boundary conditions were defined into the model: (1) the bottom of the pile was fixed to model its embedment into rock below a depth of 20.12 m from the top of the pile, (2) the exterior surface of the soil was fixed to model its confinement at its boundaries, and (3) a displacement of 2 cm was applied at the top of the pile while maintaining a zero slope in what simulates a guided fixation due to the embedment of the top of the pile into the concrete pile-cap for a distance of 30.5 cm. In the 3D finite element model developed using SAP2000, the pile was modeled using a continuum 3-D frame element while the soil was modeled using a number of nonlinear soil springs at predefined depth locations. The nonlinear soil properties were obtained using the p-y curves generated in LPILE at the predefined depth locations and modeled using the Plastic (Wen) link element available in SAP2000. A rigid body motion was defined at the top of the pile by assigning the proper degrees of freedom to the elements embedded in the concrete pile cap to maintain a zero slope in what simulates a guided fixation due to the embedment of the top of the pile into the pile-cap for a distance of 30.5 cm. The bottom of the pile was fixed to model its embedment into rock below a depth of 20.12 m from the top of the pile. Also, a displacement of 2 cm was applied at the top of the pile.
A parametric study was conducted to examine the effect of crucial design parameters such as the variation in the magnitudes of modulus of elasticity, the amount of soil surrounding the pile, and the number of soil springs on the bending moment and lateral displacements due to an applied lateral displacement of 2 cm at the top of the pile. The magnitude of the modulus of elasticity was varied to reflect a variation in the stiffness of the clay from soft to hard. As the magnitude of the modulus of elasticity increases, the discrepancy between the magnitudes of the bending moment and lateral displacements induced along the depth of the pile predicted by Abaqus/Cae and those obtained from LPILE is gradually reduced to reach a minimum value when the modulus of elasticity of the soil was assumed to be 20–25 MPa which indicates medium to stiff clay.
The effect of the amount of clay surrounding the pile on the induced bending moment and lateral displacement along the depth of the pile was studied in Abaqus/Cae. The pile–soil interaction model was compared to FD solutions for a single pile embedded in clay under a displacement of 2 cm. This is a convergence study to (1) establish the mesh density and (2) eliminate the effect of boundary condition by selecting the appropriate diameter of the soil medium around the pile. The results from FE and FD analyses showed that the discrepancy in the magnitudes of the bending moment and lateral displacements from both analyses was reduced with the increase in the amount of clay surrounding the pile. This indicates that increasing the amount of clay surrounding the piles reduces the induced bending moments and lateral displacements in the piles and thus increases its capacity to resist lateral loading. Therefore, the radius of the soil cylinder surrounding the pile was varied from 0.5 to 4 m to determine the most suitable soil diameter for analysis.
The effect of varying the number of soil springs on the induced bending moment and lateral displacement along the depth of the pile was examined using SAP2000. The results from SAP2000 were compared to those from FD solution by LPILE due to the effect of an induced displacement of 2 cm at the top of the pile. The number of nonlinear soil springs was varied between 7, 9, and 12 springs. Using a larger number of nonlinear soil springs showed a better agreement between bending moment and lateral displacement magnitudes obtained using SAP2000 and LPILE.
The results obtained from the FE models and FD solutions show that SAP2000 was capable of predicting the induced bending moments and lateral displacements along the depth of the pile more closely than Abaqus/Cae. The reason for that can be attributed to the nature of the soil definition in the finite element models. In SAP2000, the soil is defined as isolated springs, which is similar to the soil definition in LPILE, and the soil stiffness obtained from LPILE was used into SAP2000 which resulted in obtaining almost a perfect match for the bending moment and the lateral displacement curves. However, the soil definition in Abaqus/Cae is based on a soil continuum model which resulted in a discrepancy between the results obtained by LPILE and those calculated by Abaqus/Cae. Overall, the results of Abaqus/Cae are considered to be in a good agreement with those of LPILE.
Also, the effect of applying an axial load of 298 kN to the pile on the produced bending moment and lateral displacement along the depth of the pile due to the applied displacement of 2 cm at the top of the pile is minimal and can be neglected.
An agreement between the results of LPILE, SAP2000, and Abaqus/Cae was achieved. It is recommended that a design engineer may use LPILE to predict pile–soil interaction.
If SAP2000 is used, it is recommended that a design engineer may use the largest number possible of springs, similar to what is used in this study.
It is recommended to investigate and compare the pile–soil interaction in a single pile against that of pile-bent subjected to axial and lateral loads. It will be important to study the effect of a wide range of important design parameters. This comparison will inform design engineers of the difference in pile–soil interaction between a single pile and a group of piles.
It is recommended to design and conduct an experimental study to test a single pile in soft and stiff soil under the effect of axial and lateral loads.
Open AccessThis article is distributed under the terms of the Creative Commons Attribution License which permits any use, distribution, and reproduction in any medium, provided the original author(s) and the source are credited.
- Abdel-Mohti, A., & Pekcan, G. (2013a). Effect of skew on the seismic vulnerability of RC box girder highway bridges. International Journal of Stability and Sturctural Dynamics, 13(6).Google Scholar
- Abdel-Mohti, A., & Pekcan, G. (2013b). Assessment of seismic performance of skew reinforced concrete box girder bridges. International Journal of Advanced Structural Engineering, 5(1).Google Scholar
- Arsoy, S., Barker, R. M., & Duncan, J. M. (1999). “The behavior of integral abutment bridges.” VTRC 00-CR3. Virginia Transportation Research Council, Charlottesville, VA.Google Scholar
- Bijnagte, J. L., Van Den Berg P., Zorn, N. F., & Dieterman, H. A. (1991). “Laterally loaded single piles in soft soil-theory and reality.” HERON, 36 (1), Jointly edited by STEVIN Laboratory of the Faculty of Civil Engineering, Delft University of Technology, Delft, and TNO Building and Construction Research, Rijswijk, Netherlands, pp 78.Google Scholar
- Broms, B. B. (1964). Lateral resistance of piles in cohesionless soils. Journal of Soil Mechanics and Foundation Division ASCE,90(3), 136–156.Google Scholar
- Brown Dan, A., & Shie, C.-F. (1990). Three dimensional finite element model of laterally loaded piles. Computers and Geotechnics,10(1), 59–79.View ArticleGoogle Scholar
- Brown Dan, A., & Shie, C.-F. (1991). Some numerical experiments with a three dimensional finite element model of a laterally loaded pile. Computers and Geotechnics,12(2), 149–162.View ArticleGoogle Scholar
- Desai, C. S., & Appel, G. C. (1976). 3-D analysis of laterally loaded structures. Second International Journal Conference on Numerical Methods in GeomechanicsBlacksburg, VA,ASCE1,405–418.Google Scholar
- Desai, C. S., & Kuppusamy, T. (1980). Application of a numerical procedure for laterally loaded structures. Numerical Methods in Offshore Piling ICE,1980, 93–99.Google Scholar
- Dunnavant, T. W., & O’Neill, M. W. (1989). Experimental p-y model for submerged, stiff clay. Journal of Geotechnical Engineering,115(1), 95–114.View ArticleGoogle Scholar
- Ellis, E. A., & Springman, S. M. (2001). Modeling of soil-structure interaction for a piled bridge abutment in plain strain FEM analyses. Computers and Geotechnics,28(2), 79–98.View ArticleGoogle Scholar
- Faraji, S., Ting, J. M., Crovo, D. S., & Ernst, H. (2001). Nonlinear analysis of integral bridges: finite-element model. Journal of Geotechnical and Geoenvironmental Engineering,127(5), 454–461.View ArticleGoogle Scholar
- Faruque, M. O., & Desai, C. S. (1982). “3-D material and geometric non-linear analysis of piles.” Proceedings of the Second International Conference on Numerical Methods for Offshore Piling, Austin, TX.Google Scholar
- Gabr, M. A., Lunne, T., & Powell, J. J. (1994). P-Y analysis of laterally loaded piles in clay using DMT. Journal of Geotechnical Engineering,120(5), 816–837.View ArticleGoogle Scholar
- Georgiadis, M., & Butterfield, R. (1982). Laterally loaded pile behavior. Journal of Geotechnical Engineering Division ASCE,108(GT1), 155–165.Google Scholar
- Greimann, L. F., Yang, P. S., & Wolde-Tinsae, A. M. (1986). Nonlinear analysis of integral abutment bridges. Journal of Structural Engineering,112(10), 2263–2280.View ArticleGoogle Scholar
- Hetenyi, M. (1946). Beams on elastic foundation. Ann Arbor: The University of Michigan Press.Google Scholar
- Khodair, Y., & Hassiotis, S. (2013). Rigidity of abutments in integral abutment bridges. Journal of Structure and Infrastructure Engineering, Maintenance, Management, Life-Cycle Design and Performance,9(2), 151–160.Google Scholar
- Kim, Y., & Jeong, S. (2011). Analysis of soil resistance on laterally loaded piles based on 3D soil–pile interaction. Computers and Getechnics,38, 248–257.View ArticleGoogle Scholar
- Kooijman, A. P. (1989). Comparison of an elasto–plastic quasi three-dimensional model for laterally loaded piles with field tests. In S. Pietruszczak & G. N. Pande (Eds.), Numerical models in geomechanics-NUMOG III (pp. 675–682). New York, NY: Elsvier Applied Science Publishers.Google Scholar
- Kumar, B. S. (1992). “Three-dimensional non-linear finite element analysis of laterally loaded piles in clay.” Ph.D. Thesis Dissertation, University of Illinois at Urbana-Champaign, IL.Google Scholar
- McCelland, B., & Focht, J. A. (1958). Soil modulus for laterally loaded piles. Transactions ASCE,123, 1049.Google Scholar
- O’Neill, M. W., & Gazioglu, S, M. (1984). “An evaluation of p-y relationships in clays.” A Report to the American Petroleum Institute, PRAC82-41-2, The University of Houston-University Park, Houston, TXGoogle Scholar
- Rajashree, S. S., & Sitharam, T. G. (2001). Nonlinear finite-element modeling of batter piles under lateral load. Journal of Geotechnical and Geoenvironmental Engineering,127(7), 604–612.View ArticleGoogle Scholar
- Reese, L. C., & Matlock, H. (1956). “Non-dimensional solutions for laterally loaded piles with soil modulus assumed proportional to depth.” Proceedings of the 8th Texas Conference on Soil Mechanics and Foundation Engineering, Sp. Pub. 29, Bureau of Engineering Research, University of Texas, Austin, TX.Google Scholar
- Robertson, P. K., Campanella, R. G., Brown, P. T., Grof, I., &Hughes, J. M. O. (1985).“Design of axially and laterally loaded piles using in-situ tests: a case history.”Canadian Geotechnical Conference, pp. 51–60.Google Scholar
- Ruesta, P. F., & Townsend, F. C. (1997). Evaluation of laterally loaded pile group at Roosevelt bridge. Journal of Geotechnical and Geoenvironmental Engineering,123(12), 1153–1161.View ArticleGoogle Scholar
- Thompson, G. R. (1977). “Application of finite element method to the development of p-y curves for saturated clays, M.S. Thesis, University of Texas, Austin, TX, pp. 190.Google Scholar