An analytical assessment of elastic and inelastic response spectra

1994 ◽  
Vol 21 (3) ◽  
pp. 386-395 ◽  
Author(s):  
Haluk Sucuoğlu ◽  
Murat Diclelil ◽  
Alphan Nurtuğ
Keyword(s):  
Seismic Design ◽  
Spectral Response ◽  
Seismic Energy ◽  
Response Spectra ◽  
Reduction Factor ◽  
Inelastic Response ◽  
Analytical Assessment ◽  
Damping Reduction Factor ◽  
Earthquake Accelerograms ◽  
Excitation Parameters

A unified assessment of elastic and inelastic response spectra is presented. The effects of various system and excitation parameters on spectral response are investigated. Different spectral forms such as strength spectra, ductility reduction spectra, and damping reduction spectra are employed as graphical tools in the analytical evaluation. The applicability of the expressions for elastic and inelastic response spectra that are employed in seismic design codes is tested by using an ensemble of 21 earthquake accelerograms, all recorded on firm ground along the west coast of North America. New expressions are derived in order to evaluate the coupled effects of damping and ductility ratios on inelastic response spectra. Key words: elastic and inelastic response spectra, damping reduction factor, ductility reduction factor, seismic energy dissipation, strength ratio, mean plus one standard deviation.

Research on Inelastic Response Spectra for Asymmetric Plan Systems Subjected to Bi-Directional Earthquake Motions

2012 ◽  
Vol 166-169 ◽  
pp. 2332-2336
Author(s):  
Feng Wang ◽  
Hong Nan Li ◽  
Ting Hua Yi
Keyword(s):  
Soft Soil ◽  
Rotation Frequency ◽  
Response Spectra ◽  
Reduction Factor ◽  
Strength Reduction ◽  
Strength Reduction Factor ◽  
Inelastic Response ◽  
Surface Plasticity ◽  
Soil Site ◽  
Spectral Equation

The limitations of traditional inelastic response spectra are discussed. Considering a one-storey asymmetric plan system subjected to perpendicular bi-directional earthquake motions, the inelastic multi-dimensional strength reduction factor spectra is presented. The yield rule of the asymmetric plan system is determined by two-dimensional yield-surface plasticity function. The spectral equation is simplified by the relationship of strength reduction factors between x-direction and y-direction.The multi-dimensional spectra are analyzed based on 30 pair strong earthquake motion records for hard soil site, intermediate soil site and soft soil site. Analytic results shows that the strength reduction factor mean spectra for each soil site has its own characteristics, and the strength reduction factor spectra is affected strongly by ductility, normalized stiffness eccentricity, period and rotation frequency ratio.

Improved damping reduction factor models for different response spectra

2021 ◽  
Vol 246 ◽  
pp. 113012
Author(s):  
Tao Liu ◽  
Wenze Wang ◽  
Huakun Wang ◽  
Binjian Su
Keyword(s):  
Response Spectra ◽  
Factor Models ◽  
Reduction Factor ◽  
Damping Reduction Factor ◽  
Different Response

Influence of Post-Yield Stiffness on Inelastic Seismic Response: A Stochastic Analysis

2017 ◽  
Vol 17 (02) ◽  
pp. 1750028 ◽  
Author(s):  
Rita Greco ◽  
Giorgio Monti ◽  
Giuseppe Carlo Marano
Keyword(s):  
Response Spectra ◽  
Reduction Factor ◽  
Seismic Action ◽  
Strength Reduction Factor ◽  
Response Modification Factor ◽  
Inelastic Response ◽  
Ductility Demand ◽  
Displacement Ductility ◽  
Constant Displacement ◽  
Inelastic Displacement Ratio

The main objective of this study is to evaluate inelastic response spectra conditioned on constant displacement ductility demand for a single degree of freedom system, which has positive post-yield stiffness. To develop this analysis, the nonlinear Bouc–Wen model is used and it is subject to a seismic action modeled by a nonstationary stochastic process. The study utilises stochastic linearisation technique and peak theory to obtain inelastic response spectra. More in detail, inelastic acceleration spectra, response modification factor spectra, strength reduction factor spectra, yield strength spectra, and inelastic displacement ratio spectra are obtained for constant displacement ductility demand. The novelty of the present study with respect to the previous ones in this field is to obtain inelastic response spectra in stochastic terms, starting from a stochastic model of the seismic motion. Results suggest that the effect of post-yield stiffness must be considered when determining inelastic response.

USGS spectral response maps and their relationship with seismic design forces in building codes

1995 ◽  
Author(s):  
E.V. Leyendecker ◽  
D.M. Perkins ◽  
Sylvester Theodore Algermissen ◽  
P.C. Thenhaus ◽  
S.L. Hanson
Keyword(s):  
Seismic Design ◽  
Spectral Response ◽  
Building Codes

Evaluation of floor acceleration demands from the 2017 Mexico City code seismic provisions using a continuous elastic model and records of instrumented buildings

2020 ◽  
Vol 36 (2_suppl) ◽  
pp. 213-237
Author(s):  
Miguel A Jaimes ◽  
Adrián D García-Soto
Keyword(s):  
Mexico City ◽  
Seismic Design ◽  
Soft Soil ◽  
Response Spectra ◽  
Elastic Model ◽  
Ground Acceleration ◽  
Nonstructural Components ◽  
Floor Response Spectra ◽  
Instrumented Buildings ◽  
Floor Acceleration

This study presents an evaluation of floor acceleration demands for the design of rigid and flexible acceleration-sensitive nonstructural components in buildings, calculated using the most recent Mexico City seismic design provisions, released in 2017. This evaluation includes two approaches: (1) a simplified continuous elastic model and (2) using recordings from 10 instrumented buildings located in Mexico City. The study found that peak floor elastic acceleration demands imposed on rigid nonstructural components into buildings situated in Mexico City might reach values of 4.8 and 6.4 times the peak ground acceleration at rock and soft sites, respectively. The peak elastic acceleration demands imposed on flexible nonstructural components in all floors, estimated using floor response spectra, might be four times larger than the maximum acceleration of the floor at the point of support of the component for buildings located in rock and soft soil. Comparison of results from the two approaches with the current seismic design provisions revealed that the peak acceleration demands and floor response spectra computed with the current 2017 Mexico City seismic design provisions are, in general, adequate.

Ductility reduction factor formulations for seismic design of RC wall and frame structures

2019 ◽  
Vol 178 ◽  
pp. 102-115 ◽  
Author(s):  
Matteo Zerbin ◽  
Alessandra Aprile ◽  
Katrin Beyer ◽  
Enrico Spacone
Keyword(s):  
Seismic Design ◽  
Reduction Factor ◽  
Frame Structures ◽  
Ductility Reduction Factor

Response of higherise buildings to ground motion from underground nuclear detonations

1969 ◽  
Vol 59 (6) ◽  
pp. 2343-2370
Author(s):  
John A. Blume
Keyword(s):  
Ground Motion ◽  
Las Vegas ◽  
Spectral Response ◽  
Vertical Plane ◽  
Time History ◽  
Tall Buildings ◽  
Response Spectra ◽  
Statistical Parameters ◽  
Typical Data ◽  
Earthquake Design

abstract Typical data obtained thus far in the AEC nuclear test program on the response of highrise Las Vegas buildings to ground motion from distant nuclear events including Boxcar and Benham are presented, together with measured building response to distant earthquakes and to wind gusts. Major variations in response spectra are shown over the city for a specific event, from period band to period band at the same location for different events, and statistical parameters are shown for the randomness of spectral response. The peak response of tall buildings is shown for the top levels in translation and in orbital motion, and in the vertical plane with simultaneous multi-level measurements. The variation of peak modal response is shown with elapsed time, modal combinations are noted, and an example of time-history computed response is compared to measured response. It is shown that highrise Las Vegas buildings respond to ground motion with considerable amplification, that the fundamental modes tend to dominate the peak responses although there are exceptions, that there can be significant modification of loading conditions because of simultaneous motion in the two horizontal axes even though a building is symmetric, and that some building periods vary with amplitude and history of non-damaging prior response while others do not. In general there are indications that code earthquake design criteria are by no means conservative.

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