structures substituted to extraordinary effects - blast load in
chemical plants.
As we participated in projects of structures
situated in several countries (The Netherlands, India, Iraq,
Russia, Germany, Czech Republic) we are able to design
structures folowing local standards or EC2, EC3, EC7 codes
and American or British standards.
We are members of several professional associations,
most
of all of CACE where we worked in several comities. Below
are mentioned some latest projects we participated in and
in which we successfully used ESA Prima Win.
Your project
Project of new pavilion.
Multi-storey concrete frame (made
of pre-cast elements) based on shallow foundations
supported by "effective subsoil
model". Design reflects an
attempt to include into computation model also such parts
as stairs, relaxation basins, lift-supporting construction etc.
instead to common time
more consuming practice to
model their action onto the
main construction as an
additional load.
Our engineering's office carried out
complete stress analysis of new pavilion in hospital in
Kromeriz town using program package ESA Prima Win (IDA
NEXIS 32) version 3.01.04 during the year of 1998. Civil
engineering part designed LT Project Brno,
main contractor
was company Mandak Kromeriz. The structure consists of
two parts - pavilion itself and connection part to existing
pavilions. New pavilion has four floors of plan shape of
letter
T.
Three flors
are
overground,
one floor is
underground. Load bearing structure is formed by multi-
storey space frame made of concrete precast elements of
LOB system (frame beams with internal
hinges - Vierendel
system). This enabled us to divide new pavilion only into
two expansion
units (expansion joint is situated in
intersection line of perpendicular parts of the structure).
Connection part forms the third expansion unit. Floor slabs
are formed mostly by precast pre-prestressed elements and
in some parts by cast in situ reinforced concrete slabs of
Filigran system. Shallow foundations are formed by precast
footings and cast in situ footing strips. To assemble
construction
mostly from precast elements enabled to
reduce the time of construction at building site itself which
was very important for regular function of the hospital. In
order to reduce latteral earth pressure to underground
perimeter walls we used stiffening of backfill
with several
layers of geotextilies
which enabled us to use common
masonry instead of cast in situ concrete for these
walls.
Connection
part is formed
by two floors -
one is
underground the other overground.
Underground floor is
formed by concrete cast in situ construction U-shaped in
cross section
with
walls and bottom 400mm thick. The
ceiling over the underground floor is formed by pre-
stressed pre-cast elements supported at one end by
perimeter concrete
wall and on the opposite side by
intermediate masonry wall. In overground floor the vertical
bearing elements are one perimeter and intermediate
masonry
wall and the remaining
perimeter
wall is
substituted
with 5 steel columns of circle cross section
diameter 198mm that support steel beam of [ ] 280 shape.
Durinng construction the intermediate vertical columns
were from architectural point of view changed to V shaped
ones. Roof is formed by cast in situ concrete slab of Filigran
system that is from both sides sloped 5% towards the
intermediate wall.
STRESS ANALYSIS
The construction was in ESA Prima Win modelled as shell
XYZ supported by "effective subsoil
model". Prevailing
bearing material is reinforced concrete. In connection part
is also used steel as is described on the previous page. In
some cases are masonry and glass used as panel
materials.
Design reflects an attempt to include into computation
model also such parts as stairs, relaxation basins and pits, lift-
supporting
masonry/concrete
construction
acting
simultaneously as anchor bay for expansion unit 2,
masonry
anchor walls for expansion unit 1, underground perimeter
masonry walls subjected to lateral soil pressure, overground
glass
walls subjected to
wind pressure etc. and evaluate
their contribution to behaviour of the whole construction
and simultaneously gain
more precious idea of internal
forces in these construction parts.
Construction was modelled together with layered subsoil
represented by "effective subsoil
model" corresponding to
geological survey report. Proper characteristics of subsoil
model, coefficients C1, C2x, C2y,
were obtained by iteration
- several recalculation of the construction until certain
criteria are not fulfilled. This subsoil
model supports footings
and foundation
beams -
2D stepped
macros
and
foundation plates of connection part, basin and pits - 2D
macros. Beams of frame construction were modelled with
real cross sections (with boots etc.).
Where needed the
beam elements were placed eccentrically into construction.
Floor slabs from cast in situ concrete were modelled as 2D
macros.
Floor
slabs from
pre-cast
elements
were
implemented only as loads.
During checking and proportioning reinforced concrete
slabs and
walls
we appreciated post processors for 2D
macros.
On the other hand up to now
we
miss post
processor for
check
of
1D
elements subjected to
combination of biaxial bending and axial force.
Activating/deactivating parts of construction
was very
useful function of EPWboth while inputting data and when
checking the outputs.
Without this function it is not possible
to keep view over the designed construction.
We enjoyed
also possibility to model construction in several parts with
further joining them into one final
model. This speed up the
work and again enables keeping overview. Very useful
was
also to model the geometry of the construction in AutoCAD
primarily with further export to EPW.
ESA-Prima Win and International Projects
The exchange of documentation is now practically only in
the electronical form (hard copy is mostly issued only one
time for the contractor and one time for the local authorities
respectivelly to fulfill law demands).
As
we recently
participated in the projects situated in different countries
we saw that the international spread software for
exchange of calculation documentation in all countries
available for
designer,
client,
contractor
and local
authorities is
Microsoft
Word.
Up to now the EPW
document have to be exported into .rtf format and then
imported into
Word. Because final
Word calculation
documentation always comprises frames, company logo,
different headers and footers it is necessary carry out
reformating of imported EPW document. Finally we look
forward for new improvements in package that is from our
point of view good solution for such designers as our
engineering's office is.
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