Response Modification Factors for Earthquake Resistant Design of Short Period Buildings

Riddell, Rafael; Hidalgo, Pedro; Cruz, Ernesto F.

doi:10.1193/1.1585541

Cited by 116 publications

(61 citation statements)

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“…These relations are non-linear and show significant similarity to the ones proposed for fixed-base structures [10][11][12][13][14][15][16][17][18][19]. Compared to fixed-base structures, the acceleration sensitive region of the response of inelastic base-isolated structures extends towards longer periods.…”

Section: Discussionsupporting

confidence: 65%

“…Newmark and Hall [10], Lai and Biggs [11] and Riddel and Newmark [12] have proposed piece-wise linear R y -μ-T n relations for fixed-base structures. Riddel, Hidalgo and Cruz [13] and Vidic, Fajfar and Fischinger [14] have presented bilinear approximations for R y -μ-T n relations. Elgadamsi and Mohraz [15], Arias and Hidalgo [16], Nassar and Krawinkler [17], Miranda [18], and Miranda and Bertero [19] have suggested the use of nonlinear curves for R y -μ-T n relations.…”

Section: Introductionmentioning

confidence: 99%

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RY-μ-Τn RELATIONS FOR SEISMICALLY ISOLATED STRUCTURES

Tsiavos¹,

Vassiliou²,

Mackie³

et al. 2014

Proceedings of the 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Section: Discussionsupporting

confidence: 65%

Section: Introductionmentioning

confidence: 99%

RY-μ-Τn RELATIONS FOR SEISMICALLY ISOLATED STRUCTURES

Tsiavos¹,

Vassiliou²,

Mackie³

et al. 2014

Proceedings of the 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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show abstract

“…Numerous studies of the so-called R-µ-T relationships propose adjustments to this approximate prediction by giving the strength reduction factor R as a function of displacement ductility µ and possibly period T, as reviewed by Miranda and Bertero (1994), Miranda and Ruiz-Garcia (2002) or Chopra and Chintanapakdee (2004). On the plateau period range of the design spectra, Riddell et al (1989) and later Vidic et al (1994) first proposed the linear variation of the strength reduction factor as a function of the period for a constant displacement ductility demand, later used in EC8:…”

Section: Introductionmentioning

confidence: 99%

Simplified non-linear seismic displacement demand prediction for low period structures

Michel

Lestuzzi

Lacave

2014

Bull Earthquake Eng

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Abstract:The prediction of non-linear seismic demand using linear elastic behavior for the determination of peak non-linear response is widely used for seismic design as well as for vulnerability assessment. Existing methods use either linear response based on initial period and damping ratio, eventually corrected with factors, or linear response based on increased equivalent period and damping ratio. Improvements to the original EC8 procedure for displacement demand prediction are proposed in this study. Both propositions may be graphically approximated, which is a significant advantage for practical application. A comparison with several other methods (equal displacement rule, EC8 procedure, secant stiffness and empirical equivalent period methods) is performed. The study is based on non-linear SDOF systems subjected to recorded earthquakes, modified to match design response spectra of different ground types, and focuses on the high frequency range that is of interest for most European buildings. All results are represented in the spectral displacement/fundamental period plane that highlights the predominant effect of the fundamental period on the displacement demand. This study shows that linearized methods perform well at low strength reduction factors but may strongly underestimate the displacement demand at strength reduction factors greater than 2. This underestimation is an important issue, especially for assessment of existing buildings, which are often related with low lateral strength. In such cases, the corresponding strength reduction factors are therefore much larger than 2. The new proposals significantly improve the reliability of displacement demand prediction for values of strength reduction factors greater than 2 compared to the original EC8 procedure. As a consequence, for the seismic assessment of existing structures, such as unreinforced masonry low-rise buildings, the current procedure of EC8 should be modified in order to provide accurate predictions of the displacement demand in the domain of the response spectrum plateau.

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“…In recent years, equal displacement rule has been further developed and more factors are taken into consideration. Efforts are dedicated since 1960s to propsing and studying a displacement correction factor C , which is equal to the ratio of the maximum inelastic displacement to maximum elastic displacement for SDOF systems subjected to seismic excitation (Veletsos and Newmark, 1960;Newmark and Hall, 1969;Riddell et al 1989;Miranda, 2000). Therefore, maximum inelastic displacement could be approximately obtained by multiplying its elastic counterpart by the factor C .…”

Section: Introductionmentioning

confidence: 99%

Lateral vibration analysis of continuous bridges utilizing equal displacement rule

Wei

Xia

Liu

2014

Lat. Am. j. solids struct.

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The application of equal displacement rule simplifies the evaluation of lateral displacement demand forSDOF system. For complex multi-degree-of-freedom (MDOF) structures such as continuous bridge systems, however, it requires more investigations. In this paper, a comprehensive parametric study of the ratio of maximum inelastic displacement to maximum elastic displacement for typical continuous bridges is performedto advance the application of equal displacement rule to MDOF systems. Particurlarly for the bridges with long periods, this adapted methodlogy is further simplified. It is concluded that equal displacement rule of MDOF is applicable to continuous bridges when the periods of the main modes are no less than the limiting period, which usually serves as an indication to the level of inelastic deformation for a bridge subjected to an earthquake. Key wordsEqual displacement rule, limiting period, continuous bridges, simplified seismic analysis, displacement demand Lateral vibration analysis of continuous bridges utilizing equal displacement rule INTRODUCTIONThe performance-based seismic design philosophy has been sufficiently developed to design a structure system to withstand a pre-defined level of damage under a pre-defined level of earthquake intensity. Displacement-based seismic design is an efficient and accurate method to achieve the performance-based seismic design philosophy, and it has been proposed and developed in recent years (Kowalsky, 2002;Jameel, Islam, Hussain, et al., 2013). In this methodology, the displacement demand of the designed structure should be close to the target displacement, which reflects the predefined level of damage of earthquake intensity. Therefore, to obtain the displacement demand of structure is an important step. Although analytical methods are widely utilized to calculate the displacement demand of structure, the analysis processes of currently available methods are relatively complex (Chopra and Goel, 2002;Wei, 2011;Akhaveissy, 2012). Hence, it is desired to develop a simplified method herein to obtain the displacement demand to facilitate displacement-based seismic design.

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Response Modification Factors for Earthquake Resistant Design of Short Period Buildings

Cited by 116 publications

References 0 publications

RY-μ-Τn RELATIONS FOR SEISMICALLY ISOLATED STRUCTURES

RY-μ-Τn RELATIONS FOR SEISMICALLY ISOLATED STRUCTURES

Simplified non-linear seismic displacement demand prediction for low period structures

Lateral vibration analysis of continuous bridges utilizing equal displacement rule

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