VSH Turòa nad Bodvou - Nemetschek Scia
VSH Turòa nad Bodvou - Nemetschek Scia
VSH Turòa nad Bodvou - Nemetschek Scia
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Technical data of the project<br />
This project contains the static of a reinforced concrete structure<br />
(C30/37) for the Technological centre of the EOS Company in<br />
Žilina – Slovakia, where the object will be mounted from April 2007<br />
to January 2008. The total length of this object is 61,95 m; its width<br />
is approximately 22,6 m, the area 1400 m², the volume more than<br />
30.000 m³. The total volume of reinforced concrete for the structure<br />
amounted to 1846 m³ and its weight to 5415,3 t. The building<br />
costs are 1,750.000 Euro.<br />
Description of the structure<br />
The reinforced concrete structure of the Technological Centre of<br />
the EOS Company has 10 modules 1-10, consisting of a spaceframed<br />
type of a 4-storied construction having a width of 22,6 m<br />
and an overall length of 61,95 m.<br />
The supporting structure of the object is made of reinforced<br />
concrete from spilt concrete consisting of vertical wall and horizontal<br />
board elements forming a compact unit with transversal, as<br />
well longitudinal stiffening in horizontal and vertical planes. On<br />
the supporting circumferential walls are fastened on the outside<br />
warming panels of a planar weight of 30 kg/m²; this is protecting<br />
the hall from meteorological and precipitation influences of<br />
weather and thermal bridge.<br />
The horizontal structures of the ceilings form monolithic plates of<br />
a thickness of 250 mm in a span of max. 7,30 m. The mutual clear<br />
distance of two supporting walls and columns will be variable<br />
from 6,50 to 7,50 m. The double-armed and triple-armed stairway<br />
is monolithic too. Monolithic circumferential walls and an internal<br />
stairway- holding wall stiffen the individual objects. On the front<br />
occurs the dominant main entrance with an oblique monolithic<br />
roof supported by a monolithic joist of 1500 mm; at the second<br />
storey of the side wall is the bracket spread 7,40 m; due to mutual<br />
co-operation of the monolithic elements this could be solved in a<br />
satisfactory way.<br />
Description of the Parts of the Concrete Structure<br />
The primary supporting system of the object is combined in the<br />
transversal, as well as in the longitudinal direction and it has<br />
been calculated for every loading effect. The main object of the<br />
project in the static calculation is especially the monolithic structure<br />
supported by circumferential walls and several supporting columns<br />
in axial distances max. 7,50 m, this is considered as one special unit.<br />
On the first storey from the rear side the ceiling plate is dimensioned<br />
as a bracket with the span 7,40 m, on which the dodged<br />
rear wall of the second, third and fourth storey will be placed.<br />
The vertical supporting structures of the object, as well as the<br />
horizontal supporting structures of the ceilings will be consist of<br />
monolithic plates of a thickness of 250 mm out of concrete C30/37,<br />
which according to the static calculation are mutually stuck.<br />
The vertical communication areas – stairways – are situated in the<br />
stairway area limited by the internal supporting monolithic walls,<br />
200 mm thick. All arms of the stairway are formed by bent monolithic<br />
plates stuck into pedestal and interpodestal supporting monolithic<br />
plates by anchoring stiffeners. The effective thickness of the<br />
plate is 150 mm.The main pedestal plates are, on the other hand,<br />
inserted into the internal supporting wall and into the circumferential<br />
walls (200 mm thick), which are limiting the stairway area<br />
approximately 7,00 x 2,80 m.<br />
All stiffening elements of the object are monolithic structures of<br />
the supporting system, i.e. they are designed in the longitudinal, as<br />
well as transversal direction.<br />
Foundations<br />
The foundation is made out of reinforced concrete strips made<br />
of concrete of class C20/25. The dimensions of the reinforced<br />
concrete foundation strips are transversally 800 x 500 mm approximately<br />
with a depth of -2,15 m.<br />
The strips will be mutually bound by a monolithic reinforced<br />
concrete base plate (400mm thick) in order to eliminate uneven<br />
settings. The fundaments for the circumference of the object and<br />
for the internal supporting walls of the cores around the stairway<br />
will follow the form of the monolithic fundament strips under the<br />
supporting walls of the object harnessed together with the base<br />
plate.<br />
Material and loading data<br />
The foundation and bearing structures were designed acc. to ENV<br />
1993-1-1:1992 Euro code 3. The design of the device consists of the<br />
calculation and the evaluation of a number of load cases and their<br />
complex combination effect. Except the dead load (own weight)<br />
was considered the live load – for ceilings it is the standardized<br />
value 2,50 kN/m², for stairways 3,00 kN/m<br />
Snow loading (area II.) – base value so = 0,70 kN/m2 and wind<br />
loading wo = 0,55 kN/m2 (during the erection and with the final<br />
building). After that was considered the seismicity 7o MSK-64, category<br />
“A” and temperature loading (the shell structure contains a<br />
higher temperature as the column support during the operation).<br />
Description of the method of Static calculation<br />
The static calculation is prepared with NEXIS rel. 3.70. The program<br />
calculated 325 of the most dangerous combinations acc. to ENV<br />
1993-1-1:1992 Euro code 3 with a coefficient of 1,35 in two basic<br />
combinations (bearing capacity and deformations).<br />
The model contains 865 macros 1D and 2D.<br />
Bearing capacity, deformations of the walls and ceilings<br />
• The text enclosure shows the bearing capacity of the walls and<br />
ceilings in relevant load case combinations (the same in the<br />
graphic enclosure). The nodes were selected in all four corners<br />
on each floor elevation.<br />
Technologické centrum SSE (EOS) Zili<br />
• The horizontal deformation in x, y direction should not exceed<br />
1/1000 of the node elevation above the support (of the structure<br />
as whole) acc. to the recommended limit deformations<br />
in ENV 1993-1-1:1992 Euro code 3. The software evaluates<br />
extreme deformations in every direction separately (x, y, z) as<br />
well as maximum node rotation around the axes x, y, z.<br />
The text enclosure shows extreme deformations selected from all<br />
parts in the structure.<br />
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