1716 Words7 Pages

This section describes work on producing a user-defined plastic hinge model of RC frame members which then applied to PA modeling. User-defined plastic hinge model of RC frame members is derived from a moment-curvature curve. This curve is obtained by conducting the cross-sectional analysis of RC column or beam. A cross section has two types of material which are concrete and reinforcement bars (longitudinal and ligature or stirrup bars). The concrete cross-section is separated based on the confinement condition which is confined (inner or core part) and unconfined concrete (outer part). For simplicity, the area of concrete is not reduced by the area of the longitudinal reinforcement bars. The unconfined concrete was separated into the left, the right, the top and the bottom sides as presented in Figure 4.16. In defining this moment-curvature curve, Microsoft Excel application was employed. Although SAP2000 has been facilitated with default plastic hinge models, Inel and Ozmen [2006] advises applying a user-defined plastic hinge model in order to obtain a reasonable PA output. Many experimental works of cantilever columns under lateral and axial load had been conducted by*…show more content…*

If from the experimental test, information for y and v are not available, they are assumed as 200,000 Mpa and equal to y, respectively. The XY is determined by y, where h = 1.8% as suggested by (Reference). The experimental tests conducted by Wu [2002] shows that the maximum strain is 0.1 then this value is chosen as y. In addition, the maximum re-bar strain 0.1 allows the strain of the confined concrete develops beyond the peak strain. The re-bar yield strain is determined as = /Es. According to Scott and Fenves, the strain hardening modulus elasticity is 1% of Es. According to Belarbi and Hsu [1994] the strain hardening value range from 1.8-2.5% of Es. According to Zhao et al. [2012] the strain hardening value range from 0-5% of

If from the experimental test, information for y and v are not available, they are assumed as 200,000 Mpa and equal to y, respectively. The XY is determined by y, where h = 1.8% as suggested by (Reference). The experimental tests conducted by Wu [2002] shows that the maximum strain is 0.1 then this value is chosen as y. In addition, the maximum re-bar strain 0.1 allows the strain of the confined concrete develops beyond the peak strain. The re-bar yield strain is determined as = /Es. According to Scott and Fenves, the strain hardening modulus elasticity is 1% of Es. According to Belarbi and Hsu [1994] the strain hardening value range from 1.8-2.5% of Es. According to Zhao et al. [2012] the strain hardening value range from 0-5% of

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