An Experimental Study of Confined Masonry Walls with Varying Aspect Ratios

Gavilán, Juan José Pérez; Flores, Leonardo; Alcocer, Sergio M.

doi:10.1193/090712eqs284m

Cited by 62 publications

(40 citation statements)

References 6 publications

(10 reference statements)

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“…This finding is in agreement with the results of the study performed by Erkoseoglu et al based on which it is stated that in many cases of Iranian CM with low aspect ratio and low reinforcement ratio in the ties, the confinement of URM with ties adds displacement capacity to URM but not necessarily strength. The results of Figure are also accordant with the results derived by Perez Gavilan et al who performed full‐scale static cyclic tests on seven CM walls considering aspect ratio and number of bays as variables. They observed a substantial increase in normalized shear strength with respect to the one derived by Mexican code for walls with decreasing aspect ratio.…”

Section: Parametric Studysupporting

confidence: 89%

Force‐displacement model for solid confined masonry walls with shear‐dominated failure mode

Yekrangnia

Bakhshi

Ghannad

2017

Earthq Engng Struct Dyn

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Summary This paper addresses the behavior of confined masonry walls with dominating shear failure mode in walls. For this purpose, failure modes of these walls are classified in details. For each failure mode, complete set of analytical‐based relations for deriving parameters related to backbone curves is introduced. Calibrated finite element analyses are utilized as a benchmark for verification of some of the assumptions. The results of the proposed relations are compared with those of several Iranian and non‐Iranian experimental data. Sensitivity analysis is performed in order to understand the effects of important behavioral characteristics of these walls. The results of this study indicate that the proposed relations can accurately simulate behavior of confined masonry walls with dominating shear failure mode regardless of the failure mode in the ties. Moreover, it is concluded that the detailing limitations given in the Iranian Seismic Code are rationally compatible with the behavioral characteristics of confided masonry walls. The results of this study in terms of backbone curves can be utilized as the complementary part to this code. Copyright © 2017 John Wiley & Sons, Ltd.

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Section: Parametric Studysupporting

confidence: 89%

Force‐displacement model for solid confined masonry walls with shear‐dominated failure mode

Yekrangnia

Bakhshi

Ghannad

2017

Earthq Engng Struct Dyn

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“…Sin embargo, el marco se separa del muro para pequeños desplazamientos laterales, es decir que el efecto de confinamiento se pierde desde etapas tempranas de la respuesta del sistema ante carga lateral. Por otro lado, en muros confinados típicos, donde la rigidez lateral de los castillos es pequeña, comparada con la del muro, los elementos de concreto no suelen separarse del muro, manteniendo su efecto de confinamiento hasta la falla del sistema (Pérez-Gavilán et al 2015). Otras razones para no utilizar elementos de confinamiento son el costo adicional y la dificultad para construir la dala de cerramiento, la cual debe estar en contacto con la viga del marco.…”

Section: ) Falla En El Marco (Figura 2aunclassified

“…Usualmente, el primer agrietamiento es asociado a un cambio en la pendiente de la curva envolvente; sin embargo, en estos ensayes, el primer agrietamiento no tuvo un efecto aparente en la gráfica cargadistorsión. La distorsión al agrietamiento ( ) fue consistentemente cercana a 0.0014, la cual coincide con las distorsiones al primer agrietamiento para muros de mampostería confinada reportada en estudios previos (Meli, 1973y Pérez-Gavilán et al, 2015. Este valor de fue consistente para la mayoría de los especímenes, excepto para el modelo MD3NSR debido a que se desarrolló una separación prematura del muro y el marco.…”

Section: Resistencia Y Deformaciónunclassified

Nuevas Expresiones De Las NTCM (2017) Para El Cálculo De La Resistencia De Muros Diafragma De Mampostería

Graciano¹,

Escalante

Castorena-González³

et al. 2019

RIS

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Se presentan las nuevas expresiones para calcular la resistencia a corte de muros diafragma de mampostería incluida en el Capítulo 4 de las Normas Técnicas Complementarias para el Diseño y Construcción de Estructuras de Mampostería 2017 del Gobierno de la Ciudad de México. Se consideran tres modos de falla: por aplastamiento, por deslizamiento y por tensión diagonal. Las expresiones se adaptaron de las especificadas en el código canadiense, utilizando los parámetros de resistencia usados en la norma mexicana, y se refiere a una resistencia a corte en los tres modos de falla. Se verificó que los resultados de resistencia calculados con estas expresiones dan resultados satisfactorios, al compararlos con resultados de una campaña experimental que también se presentan aquí. La campaña experimental incluyó seis especímenes, escala 1:2, en los que las variables de estudio fueron la rigidez relativa muro/marco, el uso de elementos de confinamiento y el refuerzo horizontal. Los resultados indican que la rigidez relativa muro/marco tiene un efecto relevante en la resistencia al agrietamiento del muro y la resistencia máxima del sistema. Adicionalmente, la contribución del refuerzo horizontal a la resistencia lateral depende de la rigidez relativa muro/marco, un fenómeno que las expresiones de diseño no toman en cuenta. Los elementos de confinamiento no incrementan la resistencia lateral ni la capacidad de desplazamiento del sistema; sin embargo, las dalas y castillos mejoran la estabilidad fuera del plano del muro y el contacto entre el muro y el marco.

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“…frame on top and to the side of the confined walls. Therefore, to be effective, a retrofit scheme that uses masonry-infills should emulate as nearly as possible this method of construction [Chourasia et al, 2016;Matosevic et al, 2015;Perez Gavilan et al, 2015]. Nevertheless, review of recent post-quake building performances shows that despite their brittleness and despite their enduring significant damage, infills can successfully mitigate the occurrence of catastrophic damage by diverting localization of demands away from the vulnerable regions of the building [Hossein and Kabeyasawa, 2004;Li et al, 2008;Haldar et al, 2013;Bolea, 2016;].…”

Section: Introductionmentioning

confidence: 99%

Seismic Rehabilitation of Substandard R.C. Buildings with Masonry Infills

Pardalopoulos

Pantazopoulou

Thermou

2018

Journal of Earthquake Engineering

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Seismic rehabilitation of substandard R.C. buildings with masonry infills Seismic deformation demands are localized in areas of stiffness discontinuity, such as in soft-storeys of frame structures, where disproportionate damage is often reported in post-earthquake reconnaissance. In many parts of the world this damage pattern is mitigated using strengthening schemes that include addition of stiffness in the structure so as to limit the magnitude of drift demands. A low-cost retrofitting method is the addition of masonry infills to increase the stiffness of soft storeys in low-to mid-rise reinforced concrete (R.C.) structures. This is an easily replaceable remedy in the event of damage that may prove advantageous over R.C. structural systems, owing to the lower forces imparted to the foundation in this retrofit option as compared to more thorough interventions, thereby avoiding extensively invasive retrofit operations in the foundation. Behavioural mechanisms mobilized by masonry infills in successful retrofits are shown to emulate confined masonry behaviour. It is also shown that despite their brittleness, well connected infills can successfully mitigate the occurrence of catastrophic damage by diverting damage localization from the vulnerable regions of the building. The main objective of the current paper is to present a rapid retrofit design methodology, where masonry infills are utilized for strengthening existing substandard constructions in order for their R.C. load bearing elements to behave elastically in the event of the design earthquake. To facilitate the retrofit design, practical design charts have been derived, to link drift demand to the ratios of infills' area in plan to the total plan area in the critical floor of the structure. Performance criteria, such as target distributions of interstorey drift demand, a target estimate of the fundamental period, as required by the designer, and a limit on acceptable displacement ductility in terms of demand for the retrofitted structure, are necessary design decisions that guide the proposed retrofit strategy. Application of the retrofit design through infills is demonstrated through example case studies.

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An Experimental Study of Confined Masonry Walls with Varying Aspect Ratios

Cited by 62 publications

References 6 publications

Force‐displacement model for solid confined masonry walls with shear‐dominated failure mode

Force‐displacement model for solid confined masonry walls with shear‐dominated failure mode

Nuevas Expresiones De Las NTCM (2017) Para El Cálculo De La Resistencia De Muros Diafragma De Mampostería

Seismic Rehabilitation of Substandard R.C. Buildings with Masonry Infills

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