Numerical Investigation on Damage Evolution of Piles inside Liquefied Soil Foundation - Dynamic-Loading Experiments -

The large and small-scale shaking table tests, which was conducted for investigating damage evolution of piles inside liquefied soil, are numerically simulated and experimental verified by the3D nonlinear finite element analysis. Damage evolution of elasto-plastic circular steel piles and reinforced concrete (RC) one with cracking and yield of reinforcement are focused on, and the failure patterns and residual damages are captured by the proposed constitutive models. The superstructure excitation behind quay wall is reproduced as well.

Authors:

• Ahmed Mohammed Youssef Mohammed
• Mohammad Reza Okhovat
• Koichi Maekawa

Keywords:

• Soil-Structure Interaction
• Piles
• Soil Liquefaction.

References:

[1] Hamada, M.(1992). "Large ground deformations and their effects on lifelines: 1964Niigata earthquake. Case studies of liquefaction and lifelines performance during past earthquakes," Technical Report
NCEER-92-0001, Volume 1, Japanese Case Studies, National Centre for
Earthquake Engineering Research. Buffalo, NY.
[2] Wilson, D. W. (1998) "Soil-pile-superstructure interaction in liquefying
sand and soft clay," PhD thesis, University of California, Davis, CA.
[3] Towhata, I. (2008). "Geotechnical Earthquake Engineering," Springer,
Germany.
[4] Mohammed, A. M. Y., Okhovat, M. R., and Maekawa, K. (2012).
"Damage Evolution of Underground Structural Reinforced Concrete:
-Small-Scale Static-Loading Experiments," International Journal of
World Academy of Science, Engineering and Technology, 6,696-703.
[5] Motamed, R.,Towhata ,I., Honda, T.,Yasuda, S.,
Tabata, K.,Nakazawa, H. (2009). "Behavior ofpile group behind a sheet
pile quay wall subjected to liquefaction-induced large ground deformation observed in shaking test in E-Defense project,"Soils and
foundations, 49(3), 459-475.
[6] Maki, T., Maekawa, K., Nakarai, K. and Hirano, K. (2004). "Nonlinear
response of RC pile foundations in liquefying soil," Japan Geotechnical
Society.
[7] Maekawa, K., Pimanmas, A. and Okamura, H. (2003). "Nonlinear Mechanics of Reinforced Concrete," Spon Press, London.
[8] Maki, T., Maekawa, K., and Mutsuyoshi, H. (2005). "RC pile-soil
interaction analysis using a 3D-finite element method with fiber
theory-based beam elements," Earthquake Engineering and Structural
Dynamics, 99, 1-26.
[9] Tuladhar, R., Maki, T., and Mutsuyoshi, H. (2008). "Cyclic behavior of
laterally loaded concrete piles embedded into cohesive soil," Earthquake
Engineering and Structural Dynamics, 37, 43-59.
[10] Okhovat, M. R., and Maekawa, K.(2009) " Damage control of
underground RC structures subjected to service and seismic loads," PhD
thesis, University of Tokyo.
[11] Kato, B. (1979). "Mechanical properties of steel under load cycles
idealizing seismic action," CEB Bulletin D-Information, 131, 7-27.
[12] Towhata, I. and Ishihara, K. (1985) "Modeling soil behaviors under
principal stress axes rotation," 5th Int. Conf. on Numerical Method in
Geomechanics, Nagoya, 523-30.
[13] Masing, G.(1926 )"Eigenspannungen and VerfestigungBeim Messing,"
Proc. of Second International Congress of Applied Mechanics, 332,
Zurich.
[14] Maekawa, K. and An, X. (2000). "Shear failure and ductility of RC
columns after yielding of main reinforcement," Engineering Fracture Mechanics, 65, 335-368.
[15] Li, B., Maekawa, K. and Okamura, H. (1989). "Contact density model for
stress transfer across crack in concrete," Journal of Faculty of
Engineering, University of Tokyo (B), 40(1), 9-52.
[16] Nam, S. H., Songa, H. W., Byuna, K. J., Maekawa, K. (2006)" Seismic
analysis of underground reinforced concrete structures
consideringelasto-plastic interface element with thickness,"Engineering
Structures, 28, 1122-1131.
[17] Toki, S., Tatsuoka, F., Miura, S., Yoshimi, Y., Yasuda, S. and Makihara,
Y. (1986). "Cyclic undrained triaxial strength of sand by cooperative test
program," Soils and Foundations, 26(3), 117-128.