The twenty approved members of the eudialyte group are complex zirconosilicates, primarily with general formula N15M(1)6M(2)3M(3)M(4)Z3[Si24O72]O4X2. An algorithm was created to address the inherent recalculation difficulties in the absence of single-crystal X-ray data and was an overall improvement over previous schemes. Eudialyte group minerals were analyzed from the East Hill Suite of the Mont Saint-Hilaire alkaline complex. Recalculations revealed previously undocumented eudialyte-group compositions and degrees of chemical zonation. These data suggest that late-stage melt heterogeneity in alkaline systems is far more pronounced than previously thought. All analyses exhibited a negative neodymium anomaly in chondrite-normalized data. This supports data from other investigators that point to a preintrusion fractionation event in the underlying mantle. Potassium content of the eudialyte group minerals from the East Hill Suite was restricted to a narrow range, as was that of analyses from numerous other localities, suggesting some internal control on potassium content in eudialyte group minerals.

This thesis concerns with recalculation of steam boiler. Arrangement for reaching of new steam boiler parameters and temperature of combustion gases was suggested at first. Then it was verified with thermal calculation, all necessities included.

A steel construction, divided into two parts, was designed for the building object of a production block of a bio power plant. The two parts separate the boiler room and the engine room. Due to the specific load caused by the operation equipment, also several plateaus, consoles, footbridges and technological constructions were designed. A system of principal pillars HEB, transversely frame-connected with plane solid girders IPE, forms the hall construction. Pillars in rows 1 and 4 are rigidly jointed to foundations. A bearing structure of the roof deck is imposed on the girders. It is composed of a system of purlins – rolled profiles type UPE. The rigidity of the roof is secured by horizontal bracing between the purlins. The construction of the boiler room is attached to the construction of the engine room, which is formed of frame-connected principal pillars HEB in rows 4,7 and 8. The roof truss IPE is designed for 12 900 mm span between rows 4 and 7 and for 4 800 mm between rows 7 and 8. The spatial rigidity of the structure is not only secured by the rigid connection of pillars and foundation combined with the frame-connected roof rungs. It is mainly maintained thanks to the system of vertical wall bracings interacting with the horizontal bracing of the roof. Between the pillar rows B, C, D, E, F and G and 8 to 9 a construction of a substation is attached. In the engine room is situated technological structure. The construction is formed by supporting frames consisting of pillars type HEA, rungs type IPE and HEA and vertical bracing of rolled profiles. Pillars type HEA are connected to foundation using articulated connection. The rigidity of the structure is secured both ways by vertical bracing and by the connection of the plateau beams with the hall girders.

The subject of this thesis is the recalculation and alternative construction design of roofing winter stadium in Znojmo. The building has a rectangular plan with dimensions of 84 x 63 m. The existing roof structure consists of truss purlins and main truss with parabolic chord, which are carried out by a pair of steel arch with a span of 84 m. The new design is processed in two options. The first option is the structure formed by triangular arch truss girder with truss purlins. The second option is a steel lamellar vault formed by vierendeel beams. After evaluating the design options was for a detailed solution chosen the first option.

LNG, natural gas, Brayton cycle, Rankine cycle

This Diploma Work focuses on re-calculation of payments of leasing contracts concluded by D.S.Leasing, a.s. The data gained as an output of a thorough analysis are processed in MS Excel, creating a new re-calculation tool able to bring practical solution to individual modification of payments of a leasing contract.

The work treats the static recalculation of an existing roof structure of a construction for social purposes and proposes two variants of the design of a new roof structure. The construction has a rectangular ground plan of 30 m x 47 m and the roof structure is placed on the load bearing circumference concrete walls. Except for the load constituted by the function of the construction and by the climatic area, an extra load of 2 tons suspended at any place of the structure is considered because of the special requirement of working and technological equipment. The variant no. 1 is designed from the steel S355. The variant no. 2 is designed as a combination of the wood GL24h and the aluminium EN-AW 5083. Both of the variants have 11 transverse load bearing girders. The purlins are perpendicular to the girders and are placed on them. Stiffness is secured by roof stiffeners.