Seismic Performance of PHC Pipe Piles Considering Soil-pile Interaction
Guilan Tao, Qingquan Zhou, Zhaoyang Qiao
Available Online April 2017.
- https://doi.org/10.2991/iceesd-17.2017.62How to use a DOI?
- PHC pipe pile; Soil-pile interaction; Seismic performance; Numerical simulation
- The fibrous beam element and common node method in ABAQUS software were used to set up a finite element model of PHC pipe piles , and the seismic performance of the PHC pipe piles were studied. UCONCRETE01 constitutive model and USTEEL02 constitutive model were respectively used for the concrete and the prestressed longitudinal reinforcement in the element model of the PHC pipe piles. The soil-pile interaction was simulated by the p-y soil-spring model under cyclic loading. The influence of reinforcement ratio, buriedÿdepth, axial compression ratio, shear strength of undrained soil on the cumulative dissipating hysteretic energy and displacement ductility coefficient of the PHC pipe piles were discussed. The results show that the cumulative dissipating hysteretic energy of pile increases with the reinforcement ratio and buried depth increasing, and decreases with the axial compression ratio of pile top increasing. Meanwhile, the displacement ductility coefficient also increases with the buriedÿdepth of PHC pile increasing, but does not show significant influence by the reinforcement ratio and shear strength of undrained soil. The results can provide some reference for the seismic design of PHC pipe piles.
- Open Access
- This is an open access article distributed under the CC BY-NC license.
Cite this article
TY - CONF AU - Guilan Tao AU - Qingquan Zhou AU - Zhaoyang Qiao PY - 2017/04 DA - 2017/04 TI - Seismic Performance of PHC Pipe Piles Considering Soil-pile Interaction BT - Proceedings of the 2017 6th International Conference on Energy, Environment and Sustainable Development (ICEESD 2017) PB - Atlantis Press SP - 327 EP - 331 SN - 2352-5401 UR - https://doi.org/10.2991/iceesd-17.2017.62 DO - https://doi.org/10.2991/iceesd-17.2017.62 ID - Tao2017/04 ER -