Ab

Figure 5. a) Model 4 b) Model 6, analyzed with Graphical analysis.

Table 2. Internal hoop stresses (kg/cm2).

Internal Hoop Stresses

— ♦ -M&IKW) —■—FEA (9(n —A— FEACTC)

■ GA (TOP) —X— FEA (60>) --•-•FEA (4S°) —■—OA (45°)

Mark and Hutchinson studied the cracked dome and modified their model by changing the boundary conditions. The model studied in this article has been created by dividing the base of the dome into twenty-four meridians. In this way, the internal hoop forces are eliminated.

4.3.1 Study carried out with Abaqus Three models have been elaborated. In Model 7 the dome has been divided into twenty-four segments, with a length similar to that in Terenzio's study.

This model is proposed with the sole purpose of showing the cracked dome. The lower part of the dome is divided into twenty-four slides (each fifteen degrees). Figure 6 shows the dome deformed under its own weight.

In Model 8 the dome has a pier at the uppermost level, with light concrete. In Model 9 the stepped-rings are added to Model 8.

Internal Hoop Stresses

— ♦ -M&IKW) —■—FEA (9(n —A— FEACTC)

■ GA (TOP) —X— FEA (60>) --•-•FEA (4S°) —■—OA (45°)

Figure 6. Study of the cracked dome with Abaqus.

Table 3. Internal hoop and meridional stress at the base of the dome and on the interior of the copula (kg/cm2).

Model 7 Model 8 Model 9

Light density Light density Light density

Table 3. Internal hoop and meridional stress at the base of the dome and on the interior of the copula (kg/cm2).

Model 7 Model 8 Model 9

Light density Light density Light density

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