Research Information System
Thesis Type: Postgraduate
Institution Of The Thesis: Gazi Üniversitesi, Fen Bilimleri Enstitüsü, Turkey
Approval Date: 2018
Student: OZAN ORHAN
Supervisor: ERHAN TEKİN
Abstract:Challenges in the design of pile systems are common problem in geotechnical engineering. In today's structural analysis programs, in order to design the pile, it is necessary to define the parameters of the pile's surrounding soil, pile skin friction parameters and the tip resistance to best reflect the area around the pile. The parameter selection for the interaction of the pile and the surrounding soil around it can be obtained from literature studies, field and laboratory experiments and pile loading test results. The fact that the parameter selection influences the soil-structure interaction seriously causes the wrong parameter selection to produce erroneous results. Often, the results of finite element analysis are seriously affected by inadequate data, incomplete or inaccurate measurements, and designs can be made based on incorrect test results. In this study, finite element model of the reinforced concrete pile was made by using the pile load test data of bridge foundation reinforced concrete pile on silt clay, sand and hard clay soil layers on Azerbaijan Masalli - Jellilabad Road. To define soil structure interaction more efficently, Q-z and T-z functions are created for finite element analysis and 3-D finite element models are defined for modeling the pile test procedure. Since the pile seismic superstructure load required to construct the load-displacement functions defining the soil-structure interaction for the tip and skin of the pile model can not be obtained from the pile load test, the pile seismic settlement was found with the Mazurkiewicz Method and the Q-z and T-z functions used in the finite element model were created. In the model, Random Set Finite Element Model method was used to select the ground parameters defined for the silty clay layers of the soil. Sensitivity analyses were made to the data obtained from the results of limited field and labratory tests and the variables Elasticity Module, Cohesion and Internal Friction Angle parameters upper and lower limit ranges are defined. Then, two sets of parameters of the finite element model whose intervals are determined are formed, and combinations of the values of Elasticity Modulus, Cohesion and Internal Friction Angle values of each cluster are formed by performing cartesian product among them. As a result of the combinations of the upper and lower limits of the three parameters of the two sets, 64 different analysis models were determined and a probabilistic distribution graph of the pile tip displacement was created as a result. The data obtained from the loading test and the random finite element method were compared with the pile end displacements obtained from the probability distribution graph and the maximum and minimum intervals in the probability distribution graph were found to include the end displacement obtained from the pile test result.