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Earthquake resistant structures

About: Earthquake resistant structures is a research topic. Over the lifetime, 1126 publications have been published within this topic receiving 27467 citations.


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01 Jan 2006
TL;DR: In this article, a direct displacement-based design (DDBD) methodology was proposed for the design of new seismic resistant steel moment frames, where the beam geometry was used to construct a yield displacement profile and the total energy dissipated by the frame from beam yielding was estimated by evaluating the base shear.
Abstract: In recent years the tenets of Performance-Based Seismic Engineering (PBSE) have been introduced for design of earthquake resistant structures. Thus, it is necessary that a design methodology be capable of producing a system that can achieve a performance target. Research has identified limitations in conventional force-based design practices in meeting the needs of PBSE. In response, a significant movement has been made towards displacement- based design in an attempt to bypass these limitations. This research proposes a Direct Displacement-Based Design (DDBD) methodology for design of new seismic resistant steel moment frames. Two crucial issues in earlier DDBD methods that need resolution are (1) assumption of frame yield displacements and (2) determination of system equivalent damping. To resolve the first, a procedure using beam mechanics is proposed to construct a yield displacement profile. The procedure illustrates that yield displacement is essentially a function of beam geometry, suggesting that displacement ductility demand can be controlled via design. Secondly, the total energy dissipated by the frame from beam yielding is commonly estimated by evaluating the base shear - roof displacement hysteresis. From which an estimate of equivalent damping is computed by applying a damping function developed for a single yield mechanism. This is limiting in that ductility contributions from each mechanism or the effects of higher mode contributions are not considered. A more rational procedure is proposed where floor ductility contributions are accounted for and an equivalent modal damping computed. In so doing, a better estimate of equivalent damping for design can be made

3 citations

01 Sep 1985
TL;DR: In this article, an analytical technique that considers explicitly both the history of the ground motion, and the nonlinear hysteretic behavior of the structure was developed using nonlinear resistance characteristics of reinforced concrete structures, however, the basis of the method is applicable to any type of building structure.
Abstract: : Proportioning of strength in an earthquake resistant structure is usually based on a linear elastic analysis and a set of equivalent static lateral forces. This design procedure has proven to be reliable on the basis of observed building damage caused by past earthquakes and has been adopted by present building codes. Presently, inelastic design of concrete structures subjected to load reversals is an art much like design of continuous structures subjected to gravity loadings was in the earlier part of the century. Inelastic stiffness characteristics of concrete components have been shown through experiments to be influenced by parameters not previously considered for analysis of structures subjected to montonically increasing forces. Hysteretic behavior of members and connections have been shown to be dependent on opening and closure of flexural and shear cracks, bond-slip mechanisms, softening of reinforcement, and inelasticity of concrete in compression. Because of the complexity of inelastic behavior and the uncertain sequence of ground excitations, several analyses need to be done so that an engineer may develop the judgement needed to implement a particular design. A simple tool needs to be developed for these analyses. The purpose of study described in this report is to develop an analytical technique that considers explicitly both the history of the ground motion, and the nonlinear hysteretic behavior of the structure. The technique is developed using nonlinear resistance characteristics of reinforced concrete structures, however, the basis of the method is applicable to any type of building structure.

3 citations

Journal ArticleDOI
09 Apr 2018
TL;DR: In this paper, the authors proposed a damping reduction factor (DRF) formulation for the Algerian Seismic Regulations (RPA) based on the shear wave velocity Vs30, which is the parameter used for the soil classification.
Abstract: The high-damping elastic response spectra have several important applications in evaluating the design of earthquake resistant structures. They are derived from the reference spectrum for damping equal to 5% using the damping reduction factor (DRF). Most damping reduction factors currently used were derived from observing the effects of viscous damping on the maximum response elastic of SDOF systems subjected to earthquakes. This factor depends on the equivalent viscous damping of the structure, its vibration period, the epicentral distance, earthquake magnitude, and other parameters), and several different expressions of damping reduction factors were proposed and then adopted in a form somewhat different in seismic codes. The aim of this work is to propose a DRF formulation for the Algerian Seismic Regulations (RPA). First, four sets of natural records are selected from the world ground motion database PEER considering the soil classification of RPA. The selection is based on the shear wave velocity Vs30, which is the parameter used for the soil classification in RPA. These records are compatibles (on average) with RPA response spectra for soil classes. Afterward, those records have been used to estimate the response spectrums with different values of damping ratio (7.5, 10, 15, and 20%). Then, the DRF values are calculated for all records for the range of period of interest in structure seismic design. Those values of DRF are used on nonlinear regression to find a formula of the DRF values in a function of the structure dynamic characteristics (damping ratio and vibration period). A comparison between the proposed formulation and some formulations from the literature is presented, and the results were discussed in terms of the errors between the results from each formulation and the exact results.

3 citations


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Performance
Metrics
No. of papers in the topic in previous years
YearPapers
20232
20223
202113
20209
201916
201813