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Evaluation of Contemporary Design of Reinforced Concrete Lateral Resisting Systems Using Current Performance Objective Assessment Criteria

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Seismic design and assessment methods for structures vary in approach. This pilot investigation
thoroughly examines the correlation between ASCE/SEI 7-10, Minimum Design Loads on Buildings and
Other Structures, design methods and ASCE/SEI 41-06, Seismic Rehabilitation of Existing Buildings,
assessment methods. The project focuses on reinforced concrete buildings composed of ‘Special
Reinforced Concrete Moment Resisting Frames’ and ‘Special Reinforced Concrete Shear Walls’. A
primary goal of this pilot project is to identify typical inconsistencies or modeling issues for a single
building, to provide a guide for the larger and more comprehensive parent investigation. A full seismic
design of an archetype structure, using ASCE/SEI 7-10 is completed using both the Equivalent Lateral
Force method (for drift) and the Modal Response Spectrum Analysis method (for strength).
Assessment methods in ASCE/SEI 41-06 include linear and nonlinear procedures. Linear procedures
model components as perfectly elastic, while approximating nonlinear stress-strain behavior through
the use of global stiffness reduction factors. Typically, these methods provide conservative but simple
approximations of component behavior. Nonlinear methods incorporate the use of stress-strain
relationships beyond the elastic limit, capturing more accurately the nonlinear behavior of a material.
Although not exact, this approximation typically provides a more accurate representation of overall
system behavior.
Using these linear and nonlinear methods prescribed in ASCE/SEI 41-06, the archetype structure was
found to exhibit a large number of component failures, both in flexure and shear. Linear methods, static
and dynamic, yielded the highest percentage of failures, indicating notable inconsistencies between
design and assessment methods. Additionally, analysis using nonlinear dynamic analysis, based on
ASCE/SEI 41-06 parameters, results in a 50% collapse rate, with respect to time history records, at the
collapse prevention seismic hazard level. In a practical design situation, these results would require the
structure to be either redesigned or retrofitted, and reevaluated. The findings of this pilot investigation
indicate the need for further, larger scale evaluation of design and assessment methods for various

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