| Abstrakt: |
Engineers are particularly interested in brick due to the fact that they contain a maximum amount of space with a minimum amount of surface area, they have shown to be very inexpensive in terms of constructional materials consumption The first braced dome was the ribbed dome. As the name implies, it is made up of a sequence of similar meridional solid girders or trusses, which are linked at the crown by an elastic band or a compression band. In this paper a comparison between the strains and deformations of a brick dome and that of a ribbed dome. With the help of STAAD Pro V8i, finite element models of these domes were built and analyzed. For the bricks, shell elements were used, while steel sections were used for the ribs and rings. There was a pressure on the entire surface of the dome from the loads. Brick failure criteria were determined by analyzing stresses and deflections of the dome. Various distributions of ribs and rings were tested in order to determine the optimal angle of rib distribution and ring spacing. The stresses and deformations of a brick dome and a ribbed dome were compared in this paper. STAAD Pro V8i software was used to create and analyze finite element models of these domes. Shell elements were used to simulate bricks, while steel sections were used to simulate ribs and rings. Loads were applied as a pressure on the entire dome's surface. The stresses and deflections of the dome were investigated in order to determine the failure criteria in bricks. In order to identify the optimal angle of the steel rib distribution and the space between rings, ribbed domes with various steel rib and ring distributions were tested. In order to compare the brick dome with ribbed dome, new analysis of the same dimensions of brick dome were done. Standards steel section was used for ribs and rings, 240 mm thickness of brick fill the area between ribs and rings. The behavior of this dome under the same load was study. The analysis showed, that dome with steel ribs of angle in plan theta (15 degree) was successful to resist the loads and the tensile stresses of brick were less than 0.20 N/mm2 (maximum tensile strength of used brick), when the angle in plane theta increase to 22.5 and 30 degrees, the hoop tensile stresses in brick exceeds the tensile strength limit. So that the meridional cracks may be appear at the springing zone of dome. While crushing failure did not occur, where the compressive stresses in all models were lower as compared with brick allowable compressive strength (0.80 N/mm2). [ABSTRACT FROM AUTHOR] |
