The Targeted Nonlinear Dynamic Procedure is introduced to offer a practical evaluation of the seismic performance of structures. Building upon the SAC/FEMA closed- form probabilistic framework it can incorporate all important sources of variability and can be calibrated for conservatism. The hazard curve is combined with the nonlinear dynamic analysis performed for each limit-state using one or two levels of the intensity measure. This is either the elastic first-mode spectral acceleration or the more sufficient inelastic spectral displacement. From the suite of ground motion records only targeted subsets are used that are optimally selected to estimate the median and dispersion of the structural response. The simple factored demand and capacity checking format employed allows for a seamless inte- gration with current engineering practice, while rational safety factors add the required de- gree of conservatism to account for epistemic uncertainties both for ductile and brittle modes of failure. Using a four-story reinforced concrete frame as an example, the proposed ap- proach is shown to provide a relatively simple means to account for important sources of var- iability in nonlinear response history analysis. It offers powerful analysis options to a knowledgeable user in a format that can be upgraded incrementally and can provide an ex- cellent introduction to sophisticated analysis techniques with more precisely controlled levels of conservatism.
A methodology based on incremental dynamic analysis (IDA) is presented for the evaluation of structures with vertical irregularities. Four types of storey-irregularities are considered: stiffness, strength, combined stiffness and strength, and mass irregularities. Using the well-known nine-storey LA9 steel frame as a base, the objective is to quantify the effect of irregularities, both for individual and for combinations of stories, on its response. In this context a rational methodology for comparing the seismic performance of different structural configurations is proposed by means of IDA. This entails performing non-linear time history analyses for a suite of ground motion records scaled to several intensity levels and suitably interpolating the results to calculate capacities for a number of limit-states, from elasticity to final global instability. By expressing all limit-state capacities with a common intensity measure, the reference and each modified structure can be naturally compared without needing to have the same period or yield base shear. Using the bootstrap method to construct appropriate confidence intervals, it becomes possible to isolate the effect of irregularities from the record-to-record variability. Thus, the proposed methodology enables a full-range performance evaluation using a highly accurate analysis method that pinpoints the effect of any source of irregularity for each limit-state. Copyright © 2006 John Wiley & Sons, Ltd.
This chapter articulates general principles relied upon in the design of earthquake-resistant structures. The linear elastic oscillator subjected to the ground motion has a complicated response over time that includes many cycles of response. Inelastic response is expected in most buildings located in higher seismic zones. The distribution of strength to the components of the structural system determines whether a single mechanism is dominant over a large suite of possible ground motions, or whether different mechanisms may develop under different excitations. The load path should be viewed from both force and deformation perspectives. Load paths that require complicated deformation patterns to mobilize the forces required for static equilibrium are associated with more complex dynamic response and may not work as envisaged. Capacity design principles are used to determine the strengths of the ductile, yielding portions of the structure as it deforms in a mechanism, typically associated with a quasi-first-mode deformation pattern.