A platform for research: civil engineering, architecture and urbanism
A platform for research: civil engineering, architecture and urbanism
Finite Element Analysis of the Columbia Lock Pile Foundation System
Columbia Lock (on the Ouachita River near Columbia, Louisiana) was designed as a gravity-type structure in which the load is transferred essentially through the foundation piles. Results obtained using Hrennikoff's method did not agree closely with observed field data in terms of the distribution of loads in the piles. The finite element (FE) method was therefore used to predict the behavior of the lock structure. As an approximation and to avoid undue amounts of manpower and computer efforts, the three-dimensional system was idealized as a structurally equivalent two-dimensional plane strain system. The FE method simulated major steps of construction including the in situ stress condition, dewatering, excavation, construction of piles and lock, backfilling, filling the lock with water, and development of uplift pressures. Nonlinear behavior of soils and of interfaces between the lock and surrounding soils and between the piles and the foundation soils was introduced into the analysis. The distribution of load in piles in the FE analysis showed improved agreement with field data in comparison with the agreement shown by Hrennikoff's method. The FE computations verified the trend shown by the observed field data that the piles on the backfill side carried an increased share of the applied load.
Finite Element Analysis of the Columbia Lock Pile Foundation System
Columbia Lock (on the Ouachita River near Columbia, Louisiana) was designed as a gravity-type structure in which the load is transferred essentially through the foundation piles. Results obtained using Hrennikoff's method did not agree closely with observed field data in terms of the distribution of loads in the piles. The finite element (FE) method was therefore used to predict the behavior of the lock structure. As an approximation and to avoid undue amounts of manpower and computer efforts, the three-dimensional system was idealized as a structurally equivalent two-dimensional plane strain system. The FE method simulated major steps of construction including the in situ stress condition, dewatering, excavation, construction of piles and lock, backfilling, filling the lock with water, and development of uplift pressures. Nonlinear behavior of soils and of interfaces between the lock and surrounding soils and between the piles and the foundation soils was introduced into the analysis. The distribution of load in piles in the FE analysis showed improved agreement with field data in comparison with the agreement shown by Hrennikoff's method. The FE computations verified the trend shown by the observed field data that the piles on the backfill side carried an increased share of the applied load.
Finite Element Analysis of the Columbia Lock Pile Foundation System
C. S. Desai (author) / L. D. Johnson (author) / C. M. Hargett (author)
1974
42 pages
Report
No indication
English
Civil Engineering , Pile structures , Locks(Waterways) , Load distribution , Finite element analysis , Foundations(Structures) , Structural engineering , Gravity , Strain(Mechanics) , Computerized simulation , Stress analysis , Two dimensional , Excavation , Construction , Soils , Interactions , Pressure distribution , Backfills , Field conditions , Experimental data , Mathematical prediction , Louisiana
Finite Element Analysis of Tunnelling Induced Deformation towards Pile Foundation
| Trans Tech Publications | 2015
Finite Element Analysis of Tunnelling Induced Deformation towards Pile Foundation
| British Library Conference Proceedings | 2015
Finite Element Analysis for Pile Group Foundation Settlement in Soft Soil
| British Library Conference Proceedings | 2013
Finite Element Analysis for Pile Group Foundation Settlement in Soft Soil
| Trans Tech Publications | 2013