Preface - kmutt

142
Kuntida Thamwipat, Jariya Neanchaleay,
Siriluk Chantstapornkul
The 19 th International Conference, “Learning
Organization in a Learning World” (ICLORD
2005), April 18-22, 2005, King Mongkut’s
University of Technology Thonburi, Bangkok,
Thailand, pp. 433-437
Reform in education and learning has
been activated all over the world now. Countries
of which their philosophies, rights, and ways of
implementation are determined in legislation
should be able to facilitate rapid changes and
vivid directions. Nowadays, Thailand is also one
of them, having its clear educational reform
spelt out in the National Education Act 1999.
The heart of educational reform according to the
National Education Act 1999 is to primarily
focus on learners as centers, which promotes
life-time learning and continuing selfimprovement.
This legislation tailors the
mainstream educational system for the whole
country. Therefore, Department of Vocational
Education is responsible for vocational
education to produce man power to serve
markets. It is necessary to determine educational
systems relevant to the National Education Act
as well. At the present times, Department of
Vocational Education is responsible for 4
divisions; Division of Technical College,
Division of Vocational Educational, Division of
Agricultural College, and Division of Vocational
College.
It is clearly seen that both Division of
Technical College and Division of Vocational
Education are responsible for industrial
vocational education; thus, their administration
management and human resources are similar.
These are reasons why I am interested to study
knowledge and opinions of administrators and
teachers in both Division of Technical College
and Division of Vocational Education towards
implementation regarding educational reform in
the institutes. The research result can be used to
support educational reform in more effective
ways to serve wants, needs, skills, and interest of
learners and society.
IC-193 AN INVESTIGATION INTO
PERMANENT DISPLACEMENT OF A
GRAVITY RETAINING WALL SUBJECTED
TO EARTHQUAKE MOTIONS
Thaveechai Kalasin, David Muir Wood
International Geotechnical Conference “Soil-
KMUTT Annual Research Abstracts 2005
Structure Interaction: Calculation Methods and
Engineering Practice”, May 26-28, 2005, The
House of Architects, Saint Petersburg, Russia,
pp. 393-399
In this paper, a macroelement model is
described for the behaviour of seismic gravity
retaining walls. The proposed analyses
formulate the wall-foundation interaction model
for cohesionless soils as macro-element
problems and also explore dynamic response
using a numerical time integration method. The
nonlinear interaction of the wall with the backfill
is described by a model which allows the
coefficient of earth pressure to vary between
fully passive and fully active at each level of the
wall. The foundation of the wall is described by
a kinematic hardening model including
combined loading effects. The amplitude
permanent displacement of the wall is explored
by using the model which is simply to formulate
the geotechnical system.
IC-194 NUMERICAL FORMULATION FOR
COMBINED LOADING ON FOUNDATIONS
DUE TO EARTHQUAKES
Thaveechai Kalasin, David Muir Wood
The 8 th Asian Symposium on Visualization
(8ASV), May 23-27, 2005, The Empress Hotel,
Chiangmai, Thailand, pp. 246-247
Despite the bearing capacity being an
important factor for the foundation design, the
allowable displacement is a great deal more
vital. Novel methods are useful for predicting
the settlements of footings but those methods do
not approximate to reality where footings are
subjected to inclined and eccentric loads. This
problem can be effectively described by the
framework of plasticity using the two-surface
kinematic hardening model. The model is
established in order to determine the plastic
modulus which is a great deal important for
investigation a nonlinear behaviour of a
foundation during an earthquake. The behaviour
of the foundation will be expected as elasticity
when the external force and moment are not
greater than the bearing capacity. At this stage,
the translation of the bubble is excluded.
However, the bubble moves when the
foundation cannot resist the external loading.
That causes the foundation to move with the
permanent displacement. It should be noted that
the loading path cannot exceed the outer surface
International Conference