Influence of different design parameters on the seismic performance of partially grouted masonry shear walls

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dc.article.number112058
dc.catalogadorgjm
dc.contributor.authorCalderón Díaz, Sebastián Andrés
dc.contributor.authorSandoval Mandujano, Cristián
dc.contributor.authorAraya Letelier, Gerardo Andrés
dc.contributor.authorInzunza, Ernesto
dc.contributor.authorArnau, Oriol
dc.date.accessioned2024-03-27T13:32:09Z
dc.date.available2024-03-27T13:32:09Z
dc.date.issued2021
dc.description.abstractIn recent earthquakes in Chile (e.g., Maule’s 2010 earthquake), buildings built with bed-joint partially grouted reinforced masonry (BJ-PG-RM) shear walls made of multi-perforated clay bricks (MPCB) have not collapsed, although significant damages have been reported. Additionally, experimental data on the influence of the different design parameters that control its seismic behavior is scarce, and the available expressions for estimating their lateral resistance are inaccurate. To address these issues, nine full-scale BJ-PG-RM walls made of MPCB were tested under axial pre-compression and cyclic lateral loads. The study addressed the influence of the aspect (height-to-length) ratio, axial pre-compression, mortar compressive strength, mortar joints’ thickness, bricks’ height, and horizontal and vertical reinforcement ratio. The results were analyzed in terms of hysteretic response, damage evolution, seismic performance parameters (shear strength, equivalent viscous damping ratio, ductility, and lateral stiffness degradation). All designed walls failed in a diagonal tension failure mode. Besides, all studied variables influenced the stresses and crack patterns. Also, the shear strength increases when: (i) lower aspect ratio or joint thickness are used; and (ii) higher axial load ratio, horizontal reinforcement ratio, vertical reinforcement ratio, or mortar compressive strength are used. Moreover, when damage progresses, the lateral secant stiffness decays faster as a result of: (i) larger joint thickness or vertical reinforcement ratio; (ii) lower mortar compressive strength. Most walls exhibited an equivalent viscous damping ratio between 5% and 10% for an intermediate state of damage. However, the evaluated design parameters did not considerably affect the development of the viscous damping ratio as a function of the drift ratio. The displacement ductility of the walls ranged from 1.5 to 2.5, where the height of bricks and the vertical reinforcement ratio had positive effects, and the joint thickness, the mortar compressive strength, and the horizontal reinforcement ratio a negative effect. The lateral resistance of tested walls was also estimated with six expressions, but none of them provided accurate results.
dc.format.extent23 páginas
dc.fuente.origenORCID
dc.identifier.doi10.1016/j.engstruct.2021.112058
dc.identifier.urihttp://dx.doi.org/10.1016/j.engstruct.2021.112058
dc.identifier.urihttps://repositorio.uc.cl/handle/11534/84808
dc.information.autorucEscuela de Ingeniería; Calderón Díaz, Sebastián Andrés; S/I; 194180
dc.information.autorucEscuela de Ingeniería; Sandoval Mandujano, Cristián; 0000-0002-3639-5126; 1010864
dc.information.autorucEscuela de Construcción Civil; Araya Letelier, Gerardo Andrés; 0000-0003-4252-1341; 124980
dc.language.isoen
dc.nota.accesocontenido parcial
dc.revistaEngineering Structures
dc.rightsacceso restringido
dc.subjectReinforced masonry
dc.subjectPartially-grouted masonry
dc.subjectIn-plane testing
dc.subjectShear response
dc.subjectShear walls
dc.subject.ddc620
dc.subject.deweyIngenieríaes_ES
dc.titleInfluence of different design parameters on the seismic performance of partially grouted masonry shear walls
dc.typeartículo
dc.volumen239
sipa.codpersvinculados194180
sipa.codpersvinculados1010864
sipa.codpersvinculados124980
sipa.trazabilidadORCID;2024-03-25
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