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 multistorey 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 prestressed 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, liftsupporting 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 EPW both 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. 87 SCIA User Contest Catalog
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