Basics of Foundation Design, Edition: Electronic Edition by Bengt H. Fellenius

By Bengt H. Fellenius

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In the following, principles of the assessment of liquefaction susceptibility are presented. The material is not exhaustive and the reader is strongly recommended to review the references for additional information. Fig. 4 Magnitude Kocaeli Earthquake of August 17, 1999 in Turkey. Courtesy of Dr. J. Gardner, University of Ottawa. 1 When subjected to a shear movement, initially, also a dense sand will contract, but when the movement gets larger, as in the case of an earthquake shaking, dense sand will dilate.

Some thin sand layers exist between 33 m and 37 m depth. 0 "Shear Strength", (KPa) Cone Stress, qt (MPa) Shear Strength, (KPa) Cone Stress, qt (MPa) Vane 25 30 35 35 40 40 45 45 50 50 CPTU with NKT = 17 25 25 A Data from Paddle River, AB, using Nkt = 10 (Fellenius 2008) B Data from Fraser River, Vancouver, B using Nkt = 17 (Amini et al. 2008 Fig. 20 Cone stress (qt) and undrained shear strength profiles fitted to a vane shear profile from tests next to CPTU sounding. 3 Overconsolidation Ratio, OCR Correlations between the CPTU test data and the overconsolidation ratio, OCR, have also been proposed.

However, for deep soundings, the deviation can be substantial. Modern CPT equipment will always measure the deviation from the vertical in two directions, which allows the evaluation of the deviation from the ideal. Curiously, the inclination measurements are often not included with a final report. They should be. November 2009 Basics of Foundation Design, Bengt H. Fellenius The cone penetrometer does not provide a measurement of static resistance, but records the resistance at a certain penetration rate (now standardized to 20 mm/s).

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