Company FEMONT OPAVA s.r.o., is a modern and dynamic company that specializes in production and assembly of the entire steel halls and steel constructions, including industrial halls assembly, points of sale, car showrooms, sport and tennis halls, office buildings, etc.
Assembled halls Main parameters
| The VEDE system - main parameters |
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Disposition of the hall The recommended distance of the cross links (modulus M) is 6 metres, which is the starting dimension for optimizing the system. The modulus of 6 metres can be cut down to e.g. 5 m. Its enlargement is possible as well, considering the usage of atypical elements. In both cases the material consumption and the price will be more. If the required length of a construction is not a multiple of 6 (or other chosen modulus), one or both modules are shortened in end span. If a multi-aisle construction requires the enlargement of the distance between the inner columns, their pitch will be doubled and intermediate trusses will be placed on girders of uniform depth. In bays reserved for longitudinal bracing between the columns, it is suitable to carry out pitch of posts in the basic module. The usage of girders amid middle columns increases material consumption only unsubstantially, nonetheless it lowers the number of middle columns and their foundations. Span By construction span we understand the distance from column axis to the outer face of the columns and spandrel beams, which is usually 160 mm. The span is chosen from series 12, 15, 18, 20, 22, 24, 27, 30, 36, 40 m or other figure can be chosen. Construction height Construction height is determined by an upper elevation of a steel construction (truss) in an axis of edge column above the floor (above level ±0,00 m). Construction height (H) is dimensioned from required utilized height of interior (h), to which we add the structure height of truss (A). H = h + A. The height of the halls with a bridge crane is determined from the required maximum lift, the elevation of a hook in the top position towards the level of crane track and the height of the passing space of the crane above crane track. The hall can also be defined by the placement of a crane bracket and the bottom edge of the roof structure. Pitch The roof trusses of the VEDE system are designed for a pitch of 5%, 10% and 15%. Should the construction have proportions which are the same as a HARD hall, the pitch is 20%. The pitch can be optional, according to particular requests. The pitch is selected according to purpose and appearance. If the pitch is smaller than 7%, it is necessary to use jointless roofing from PVC foil. Cross link A cross link is formed by trusses mounted on columns by hinges, which are fixed into the footings. Fixing is performed in bond level and wind effects at side walls are carried into the foundations. With relatively short halls (up to the length 4 times bigger than the span) the process of gable wall bracing is carried out because such gable walls take the effects of wind on the side walls on themselves, thus significantly decreasing the stress on fixed columns and footing. A cross link can be one or multi-aisle. Aisle trusses enable the creation of advantageous double-aisle (or multi-aisle) halls without valleys. Multi-aisle halls with trapeziodal covering and with inter roof gutters are in valleys equipped with a modular insertion piece of 750 mm. This inner piece provides with space for gutters and drain pipes. The column in axis of the modular inner piece has a widened head for girder mounting on bearing of 750 mm pitch. Gable bond A gable bond is formed by corner columns and gable columns which are placed in between the corner columns. Max. pitch between them is 6 m. A thin-walled profile beam TP 320 x 160 mm is placed on columns of the gable wall. A gable girder is fitted with a border profile for web connecting. Corner columns are usually fixed at the level of the gable bond, intermediate gable columns are fixed normal to the surface of the gable wall. Intermediate gable columns are generally located such that the door can be installed in the middle of the wall. If the door is not required in a building axis, a gable column can be installed there. To allow the lengthening of the building by the fastening of a future construction to the gable wall, a roof truss is placed on corner columns and intermediate columns are ended underneath its bottom chord. The face of columns and spandrel beams is usually 160 mm in front of the gable bond. Longitudinal bracing The longitudinal stability of the building is ensured by stiffeners in between the columns of the longitudinal wall and between the inner columns of multi-aisle halls. The stiffeners used in halls with bridge cranes also transfer the longitudinal effects of cranes (brake force). One stiffener is used for shorter constructions and two stiffeners in each tier of columns for longer constructions. By stiffeners we understand cross and diagonal reinforcing bars which connect two adjacent columns. Loading and dimensioning The load is set by ČSN 73 0035 Engineering structure load. Values of snow and wind load are established in this standard according to area in the place of building. Calculating value of the steel framework´s self weight and the roof cladding is approximately 0,6 kN . m-2 (it is adjusted according to the real finish; the margin for extra weight caused by the mains etc., is 0,1 kN . m-2). These data also determine the vertical pressure on the columns and the foundations. The value of the horizontal wind load is w0 = 0,45 kN . m-2 in III. wind area (WA), w0 = 0,55 kN . m-2 - up to the height 10 m. The effects of bridge cranes are given by their manufacturer depending on type, lifting capacity and span. The dimensioning of columns is carried out in stress analysis of the steel construction project. The uniform load of build-in floors for offices and social installations is considered to be 3,0 kN . m-2, if not specified otherwise. The dimensioning of elements for which there is no static assesment within the framework of the system is carried out in static calculation of the steel construcition project. Material The steel framework is made of a material of the following strength classes: S 235 or S 275 (trusses). Fire resistance of an unprotected steel framework is 10 minutes, according to the following valid norms: ČSN 73 0804 and ČSN 73 0810. The adjustment to R15 D1 must be agreed before. |
