Diseño Por Desempeño De Estructuras Dúctiles De Concreto Reforzado Ubicadas en La Zona Del Lago Del Distrito Federal: La Resistencia Lateral De Diseño

Gilmore, Amador Terán; Johnson, Marco Espinosa

doi:10.18867/ris.78.20

Cited by 5 publications

(4 citation statements)

References 30 publications

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“…Although Sa(T 1 ) is the most used ground motion intensity measure (IM) around the world for PSHAs, it has some limitations. For example, it does not consider the effect of period lengthening of the structure due to its nonlinear behavior and mechanical property degradation (Baker and Cornell, 2005;Bojórquez et al, 2008Bojórquez et al, , 2017aBojórquez and Iervolino, 2011;Kostinakis et al, 2018;Cordova et al, 2001;Shome et al, 1998;Tothong and Luco, 2007).…”

Section: Methodology Proposedmentioning

confidence: 99%

“…Some researchers suggest using vector-valued ground motion IMs. By including two or more representative parameters of the ground motion, accurate evaluations of seismic performance can be achieved (Baker and Cornell, 2005;Bojórquez et al, 2008Bojórquez et al, , 2017aBojórquez and Iervolino, 2011;Kostinakis et al, 2018;Cordova et al, 2001;Tothong and Luco, 2007). Accordingly, Bojórquez et al (2008) developed the vector-valued intensity measure < Sa(T 1 ), N p >, where N p is a parameter proxy for the spectral shape.…”

Section: N P Intensity Measurementioning

confidence: 99%

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Reliability-based strength modification factor for seismic design spectra considering structural degradation

Rodríguez-Castellanos

Ruiz

Bojórquez

et al. 2021

Nat. Hazards Earth Syst. Sci.

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Abstract. For earthquake-resistant design, structural degradation is considered using traditional strength modification factors, which are obtained via the ratio of the nonlinear seismic response of degrading and non-degrading structural single-degree-of-freedom (SDOF) systems. In this paper, with the aim to avoid the nonlinear seismic response to compute strength modification factors, a methodology based on probabilistic seismic hazard analyses (PSHAs), is proposed in order to obtain strength modification factors of design spectra which consider structural degradation through the spectral-shape intensity measure INp. PSHAs using INp to account for structural degradation and Sa(T1), which represents the spectral acceleration associated with the fundamental period and does not consider such degradation, are performed. The ratio of the uniform hazard spectra in terms of INp and Sa(T1), which represent the response of degrading and non-degrading systems, provides new strength modification factors without the need to develop nonlinear time history analysis. A mathematical expression is fitted to the ratios that correspond to systems located in different soil types. The expression is validated by comparing the results with those derived from nonlinear time history analyses of structural systems.

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Section: Methodology Proposedmentioning

confidence: 99%

Section: N P Intensity Measurementioning

confidence: 99%

Reliability-based strength modification factor for seismic design spectra considering structural degradation

Rodríguez-Castellanos

Ruiz

Bojórquez

et al. 2021

Nat. Hazards Earth Syst. Sci.

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“…(12) with those obtained from time-history analysis of SDOF systems. The figures show the mean ratio of strength demands of degrading and of non-degrading systems (elasto-plastic behavior) corresponding to a ductility value, μu (thin gray lines), using firm ground and soft soil records, respectively (Miranda and Ruiz-Garcia, 2002;Terán-Gilmore and Espinosa Johnson, 2008).The ground motions at firm ground (Fig.10a) correspond to synthetic accelerograms (Ts=1.0s) (Terán-Gilmore and Espinosa Johnson, 2008) and ground motions recorded in San Francisco bay area during 1989 the Loma Prieta earthquake (Ts≈1.1s) (Miranda and Ruiz-Garcia, 2002). In contrast, the ground motions at soft soil were recorded in the Lake Bed zone of Mexico City (Ts≈2.0s) ( Fig.10b).…”

Section: Degrading Structural Behavior Effectmentioning

confidence: 99%

Reliability-based strength modification factor for seismic design spectra considering structural degradation

Ruiz¹,

Rodríguez-Castellanos²,

Bojórquez³

et al. 2020

Preprint

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Abstract. For earthquake resistant design, structural degradation is considered using traditional strength modification factors, which are obtained via the ratio of the nonlinear seismic response of degrading and non-degrading structural single degree of freedom (SDOF) systems. In this paper, with the aim to avoid the nonlinear seismic response to compute strength modification factors, a methodology based on probabilistic seismic hazard analyses (PSHA) is proposed in order to obtain strength modification factors of design spectra which consider structural degradation through the spectral-shape intensity measure INp. PSHA using INp to account for structural degradation, and Sa(T1) which represents the spectral acceleration associated with the fundamental period and does not consider such degradation, are performed. The ratio of the uniform hazard spectra in terms of INp and Sa(T1), that represent the response of degrading and non-degrading systems, provide new strength modification factors without the need to develop nonlinear time history analysis. A mathematical expression is fitted to the ratios that correspond to systems located in different soil types. The expression is validated by comparing the results with those derived from nonlinear time-history analyses of structural systems.

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“…Lo anterior implica que las estructuras reales tienden a exhibir una mayor resistencia que la contemplada durante su diseño (Terán 1998;Terán y Espinoza, 2008), y por tanto, que sus demandas de deformación plástica máxima y acumulada tenderán a ser menores que las estimadas analíticamente.…”

Section: La Estimación De Las Demandas De Energía Plásticaunclassified

Consideración Explícita Del Daño Acumulado en El Diseño Sismico De Estructuras a Través De Factores De Reducción De Resistencia Por Ductilidad

Mora

Gilmore

Mora

et al. 2009

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RESUMENUna estructura que incurre en varios ciclos de comportamiento plástico cuando se somete a una excitación sísmica severa puede sufrir una degradación excesiva de sus propiedades estructurales, lo que puede provocar su falla a niveles de deformación que están muy por debajo de los que alcanza cuando se le sujeta a un estado de desplazamiento monótonamente creciente. Debido a esto, es necesario incorporar al diseño sísmico información que permita caracterizar numéricamente la severidad de las demandas plásticas acumuladas. Una manera práctica de lograr esto consiste en plantear factores de reducción de resistencia por ductilidad que tomen en cuenta el efecto de las demandas acumuladas a través de definir una ductilidad reducida. En este trabajo, el efecto del daño acumulado se incorpora a la definición de factores de reducción de resistencia a través del índice de daño de Park y Ang. Para ello, se estiman las ductilidades máximas que según dicho índice pueden acomodar sistemas de un grado de libertad sujetos a movimientos del terreno registrados en distintas zonas del Valle de México, y se determinan factores de reducción de resistencia por ductilidad que consideran la acumulación del daño a través de dichas ductilidades. Se discuten los resultados obtenidos y se hacen recomendaciones de como incorporar los efectos de las demandas acumuladas de deformación plástica al diseño sísmico de estructuras. ABSTRACTA structure that undergoes several cycles of plastic behavior when subjected to a severe seismic excitation can exhibit excessive degradation of its structural properties, and as a consequence failure at deformation levels that are significantly smaller than the one it can develop when subjected to a state of monotonically increasing deformation. Because of this, it is necessary to incorporate into seismic design information that allows for a numerical characterization of the severity of cumulative plastic deformation demands. One practical way to achieve this is to formulate strength reduction factors that take into account the effect of cumulative demands through the definition of a reduced ductility. In this paper, the effect of cumulative damage is incorporated into the definition Artículo recibido el 20 de marzo de 2008 y aprobado para su publicación el 3 de marzo de 2009. Se aceptarán comentarios y/o discusiones hasta cinco meses después de su publicación (1)

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Diseño Por Desempeño De Estructuras Dúctiles De Concreto Reforzado Ubicadas en La Zona Del Lago Del Distrito Federal: La Resistencia Lateral De Diseño

Cited by 5 publications

References 30 publications

Reliability-based strength modification factor for seismic design spectra considering structural degradation

Reliability-based strength modification factor for seismic design spectra considering structural degradation

Reliability-based strength modification factor for seismic design spectra considering structural degradation

Consideración Explícita Del Daño Acumulado en El Diseño Sismico De Estructuras a Través De Factores De Reducción De Resistencia Por Ductilidad

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