000			03273nas|a2200397 ; 4500
005			20260817162441.0
008			951012s1980 th uzm rtt 00| a1eng d
035			_a.b10082438
099		9	_aAIT Thesis no.GT-79-17
100	1		_aPrebaharan, Nadarajah
245	1	0	_aAnalysis of test embankment on sand drains at the naval dockyard, Pom Prachul
260			_aBangkok : _bAsian Institute of Technology, _c1980
300			_avii, 129 p.
490	1		_aThesis ; _vno. GT-79-17
500			_aA thesis submitted in partial: fulfillment of the requirement for the degree of Master of Engineering, School of Engineering and Technology
502			_aThesis (M.Eng.) - Asian Institute of Technology, 1980
520			_aThe settlement and pore pressure- time variations of a test embankment on sand drains were analyzed by an explicit finite difference technique. The embankment was built in two stages and extended over three test sections, namely one without sand drains and the other two with drain spacings of 1.5 and 2.5 m. The soft clay had a depth of about 17 m and numerous piezometers had been installed to monitor pore pressures. Analysis, however, was carried out only for points at the center of each test section!, but at various depths. Soil parameters were obtained from laboratory oedometer tests. The analysis could take into account a multilayer soil profile, two-dimensional water flow, time-dependent loading, stress distribution varying with depth and undrained deformations. The method of analysis proved to be effective in predicting settlements and pore pressures, although in the non-sand drain area the agreement with the observed ·values was poor, the measured settlements being much larger than the observed and measured pore pressures dissipated considerably faster than the predicted ones. The closest prediction was obtained for the section with 2.5 m drain spacing. A back analysis was then carried out by fitting the predicted and observed pore pressure - time relationships at different depths. For the sand drain sections pore pressure isochrones were also established which .provided a better insight into the effect of the coefficients of consolidation for vertical and horizontal drainage during the pore pressure dissipation phase.
650		0	_aSoil consolidation test
650		0	_aEmbankments
700	1		_aBrenner, R.P., _eChairperson
700	1		_aHosking, Roger J., _eExamination Committee
700	0		_aJerasak Premchitt, _eExamination Committee
710	2		_aThe Government of Australia, _eScholarship Donor
810	2		_aAsian Institute of Technology. _tThesis ; _vno. GT-79-17
856			_3Full-Text _uhttp://203.159.5.9/ait-thesis/detail.php?q=B22026
907			_a.b10082438 _bmnait _cu
902			_a250326
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