In Figs. 3a and 3b, M sec(ϕ sec) denotes the moment (curvature) at a particular section "sec" for the ultimate state, as shown in Fig. 1, where "sec" = "es" for the section at the beam end; "cs" and ys" for the first-cracked and first-yielded sections, respectively, which were first observed from the beam end; and "us" for the ultimate section.
In elasto-plastic buckling analysis, the load-bearing capacity of the steel section in the ultimate state is determined considering initial imperfections and steel hardening.
Existing methods for design of reinforced concrete (RC) bending elements in the ultimate limit state are based on calculating the compressed zone depth of the section.
In this work, the resistance of slender I-shaped cross-sections, where local buckling has a predominant role in the ultimate capacity, is investigated at elevated temperatures.
This advantage, known as rocking isolation, is the result of the difference in the ultimate moment capacity of the two designs (Table 2): the ultimate moment capacity of the RC column section is larger than the ultimate moment capacity of the rocking foundation.
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The knowledge gained from FE analyses was used to check the accuracy of the Eurocode design rules in predicting the ultimate strengths for these sections.
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Influence of rise-span ratio of domes, brace sections and column sections in substructures on the ultimate PGA and yielding PGA are studied, and the optimized values of the parameters are suggested for structural designing.
The purpose of this work is to obtain the analytical optimal design of the reinforcement of a T-section, in terms of the ultimate design.
