ASCE/SEI 41 assessment of reinforced concrete buildings: Benchmarking nonlinear dynamic procedures with empirical damage observations

Abstract

ASCE/SEI 41 is the consensus US standard for the seismic evaluation and retrofit of existing buildings. Although the performance-based engineering standard is based on decades of research and has been significantly vetted by ASCE and other committees, it is unclear how well the evaluations capture the seismic response of real building systems. This article examines six, primarily nonductile, reinforced concrete buildings, including four damaged in earthquakes and two experimental structures tested and damaged on shake tables, to compare the measured response and observed damage to simulated outcomes produced following ASCE/SEI 41 nonlinear dynamic procedure. The results show that the simulations are generally able to capture the story mechanism and peak transient story drift demands at the critical story (predicted values are typically within ±20% of the measured values). However, drifts at non-critical stories and floor accelerations at all stories show greater error relative to the measured responses. At the component level, the simulations, in most cases, correctly identify the location(s) of the critical component(s) and the failure mode (e.g. flexure vs shear). However, the extent of the damage is overestimated in some cases. These results form the basis for recommendations for column, beam, and wall modeling procedures that can be used to improve ASCE/SEI 41.

An integrated simulation method for large‐scale earthquake‐induced falling debris in building groups

“…For triangle grid vertices, the coordinates of the vertices 𝑃(𝑥 0 , 𝑦 0 , 𝑧 0 ) in the voxel grid are obtained using Equations ( 9)- (11), and then the binary combination (𝑤 𝑙 , 𝑣 𝑙 , 𝑢 𝑙 ) of each code bit is calculated using Equations ( 6)- (8). The location of the voxel can be obtained by indexing the code.…”

“…American Society of Civil Engineers (ASCE) 7−10 9 and Federal Emergency Management Agency (FEMA) 356 10 propose deformation limit for exterior non-structural components, which can be used to determine component failure. Existing studies 11,12 use the threshold of story drift ratio as the deformation limit of the exterior non-structural components. Xu 3 employs the failure threshold specified in ASCE 7-10 for various types of non-structural components.…”

Influence of the Plan Structural Symmetry on the Non-Linear Seismic Response of Framed Reinforced Concrete Buildings

“…A set of short-duration synthetic accelerograms (10 s) was used, generated using the elastic design spectrum defined in the Chilean seismic code NCh433 for various hazard levels corresponding to different performance levels. The performance levels are shown in Table 4 along with the associated exceedance probability, with the acceptable performance levels located in the cells highlighted in green [30,44,45].…”

“…These demands must be met by the structure's overall capacity and that of its individual components, necessitating the structural engineer to conduct careful design and detailing, taking into account the characteristics of the materials constituting the structure. Regarding existing buildings, it is necessary under certain circumstances to carry out capacity upgrade processes, in which case, a seismic capacity assessment is required, for which, analyses in both linear and nonlinear ranges are often applied [45,46].…”

Evaluating Seismic Performance in Reinforced Concrete Buildings with Complex Shear Walls: A Focus on a Residential Case in Chile

“…Modern seismic codes, which try to reflect great advances in knowledge and understanding in a very simple way, are not transparent about the expected level of behavior or response of the complete system [26][27][28][29][30]. For this reason, it is necessary to implement a structural design and analysis methodology that allows us to achieve a deeper understanding of the problem of seismic-resistant design, considering the inelastic behavior of R.C.…”