ABSTRACT

The installation of piles using vibrodriveability techniques recently becomes an important issue in the geotechnical world. The customers expect that the installed vibratory piles sustain bearing capacity for the design loads, while the contactors aim for the smallest difference of pile settlements, not exceeding the limit values. The bearing capacity of installed pile can be verified by applying the below listed methods: static pile test (ASTM D1143/D1143M – 07e1), dynamic pile test (ASTM D4945 – 08, 2003) and the Standard Test Method for Axial Compressive Force Pulse Testing of Deep Foundations (ASTM D7383 – 10). The calculated bearing capacity on the vibratory pile model is determined by applying mathematical procedures for simulating vibrodriving process. The results of the calculated and measured vibratory pile accelerations are expected be in a certain agreement. The following rheological models can be used for the modeling: Randolph and Simons (Randolph, M.F. and Simons, H.A., 1986), Novak (Novak, 1978), Randolph and Worth (Randolph and Worth 1978), Holeyman (Holeyman, 1985), Nguyen (Nguyen, 1988), El-Naggar and Novak (see El-Naggar, M. and Novak, M., 1994), Deeks and Randolph (Deeks, A.J. and Randolph, M.F., 1995), Michaelides (Michaelides OD, 1997 and Michaelides OD., 1998). At present it is possible to determine the bearing capacity of vibratory pile by using, e.g. static pile test (ASTM D1143/D1143M – 07e1), dynamic pile test (ASTM D4945 – 08, 2003), axial compressive force pulse test (ASTM D7383 – 10) after when the vibratory pile is installed. Response measures during installation actually have not been employed for determining

bearing capacity for vibratory piles. The aim of this paper is a study of a correlation between the records of a vibratory pile during installation process and the bearing capacity after installation.