CAPACITY PREDICTION METHOD AND RELIABILITY FACTOR ANALYSIS OF DRILL PILE FOUNDATION BASED ON STATIC LOADING TEST

• Main Author: Pradita, Asta
• Format: Theses
• Language: Indonesia
• Subjects: Teknik sipil
• Online Access: https://digilib.itb.ac.id/gdl/view/43276
• Institution: Institut Teknologi Bandung

Foundation planning is one of the most important thing that need to be considered in a construction plans, especially the deep foundation which function is as a load bearing on buildings, bridges, airport runways, and other large types of construction. If the reliability factor that used is incorrect, it will cause collapse of the foundation. In this thesis, an analysis of empirical calculation method will be carried out to get the best prediction of bearing capacity in the field. The resistance factor on LRFD inequality will be analyzed based on the best bearing capacity prediction method in accordance with the AASHTO Bridge Design Specification loading factor. In this study, the type of foundation reviewed was the drill pile foundation using 10 pieces of static loading test measurement results in failure condition and SPT data for the analysis of the drill pile bearing capacity. The prediction of the empirical method of the drill pile bearing capacity is Meyerhof (1956 & 1976), Reese & Wright (1977), Shioi & Fukui (1982), and Reese & O’Neill (1988 & 1999). To determine the value of ?, a statistical and probability analysis was performed using the monte carlo simulation method with Microsoft Excel 2016 and EasyFit 5.5. The load factor is reviewed based on AASHTO Bridge Design Specification codified with ?DL=1.25, ?LL=1.75, DLLL?=2,3,4,and 5 and ?T=2.33. In this study it was found that the best method for predicting measurement results in the field for QS is Reese & O’Neill method (1988 & 1999) by decreasing 0.7?1.6% of pile’s diameter; QP is Shioi & Fukui method (1982); and for QTOTAL is Reese & O’Neill method (1988 & 1999) with total decrease 6?9% of pile’s diameter. This result is in accordance with the research of Reese & O’Neill (1988) which states that QS is fully mobilized before the decrease reaches 1% of pile’s diameter and QP is fully mobilized when the decrease reaches 5% of pile’s diameter. The LRFD inequality obtained in this study is 0.57Rn?1.25DLn+1.75LLn.