By J. Didier Pettinga M.J. Nigel Priestley
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Extra resources for Dynamic Behaviour of Reinforced Concrete Frames Designed with Direct Displacemen-Based Design
Sample text
2004). 1 can require the extension of the design displacement spectrum in order to accommodate differences in response due to the influence of ductility, as effective periods can be significantly longer than the corresponding elastic period (Priestley and Kowalsky, 2000). 9) ] defined in EC8, the design spectrum is presented in Figure 4-3. 10). 10) 28 J. J. 5 m Note: Columns defined as i = 1, 2, 3, 4 from left to right on diagrams Columns are square sections Further dimension details given in Table 4-4 below Frame E Figure 4-2.
13) hb and assuming that MN=ME (values from Table 4-8) then the value of Icr can be found (within acceptable levels of variation for design) without the need for a full section analysis. Table 4-11 and Table 4-12 present the values of beam yield curvature, the corresponding values of Icr , and rφ. Column post-yield behaviour is significantly dependent on the axial load ratio, therefore in all cases a full reinforcement design and moment-curvature analysis was carried out to determine the bilinear approximation parameters as defined in Figure 4-5.
Bottom storey column design actions used for base hinge reinforcement design M 44 J. J. 2 Member bilinear factors and plastic hinge properties Potential plastic hinge regions of each model required the definition of the bilinear factor for flexural inelastic behaviour and the length of the potential plastic hinge. Values for rφ, the ratio of post yield stiffness to initial stiffness were taken from Table 4-11, Table 4-12 and Table 4-13, with the initial stiffness being defined by the elastic section properties for Young’s Modulus Ec and Icr.
Dynamic Behaviour of Reinforced Concrete Frames Designed with Direct Displacemen-Based Design by J. Didier Pettinga M.J. Nigel Priestley
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