Partially grouted masonry walls with different horizontal reinforcement types: North American-compliant experimental performance for low seismic risk areas

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dc.catalogadorjca
dc.contributor.authorRahim, Amr Ba
dc.contributor.authorPettit, Clayton
dc.contributor.authorCruz-Noguez, Carlo
dc.contributor.authorSandoval, Cristián
dc.date.accessioned2024-03-27T13:32:08Z
dc.date.available2024-03-27T13:32:08Z
dc.date.issued2023
dc.description.abstractThe type of horizontal reinforcement can play a major role in the shear response of partially grouted (PG) masonry walls, particularly in the damage pattern and the post-peak behavior. Bond beam reinforcement and bed joint reinforcement are the two reinforcement types most commonly used in practice; however, there is a lack of comparative studies between these two reinforcement strategies. To advance knowledge on this matter, this paper presents the results of an experimental study made up of 4 full-scale walls tested under cyclic lateral loading. Two height-to-length aspect ratios (H/L = 1.0, 1.86) and two reinforcement types per aspect ratio were considered. These walls were designed to reflect practical details and construction practices for PG walls in low seismic hazard areas. Lateral load tests showed that the peak strength of walls with similar aspect ratios had no significant difference regardless of the reinforcement type used. Bed-joint reinforcement proved to be a vital option as a shear reinforcement for controlling the crack width. The preliminary assessment of in-plane strength prediction equations for PG walls revealed that the general flexural analysis method provides a satisfactory estimation of flexural strength. In contrast, code-based equations had a highly conservative prediction of shear strength when imposing the upper limit. In addition, the Canadian Standards Association (CSA) and The Masonry Society (TMS) equations used to predict the in-plane shear strength had a noticeable discrepancy in the contribution of the equation's parameters, particularly in the axial stress, horizontal reinforcement, and the upper limit, which highlighted the need to revise and reconsider the contribution of each design parameter used by these expressions.
dc.fuente.origenORCID
dc.identifier.doi10.1016/j.jobe.2023.107677
dc.identifier.issn2352-7102
dc.identifier.urihttps://doi.org/10.1016/j.jobe.2023.107677
dc.identifier.urihttps://repositorio.uc.cl/handle/11534/84806
dc.information.autorucEscuela de Ingeniería; Sandoval Mandujano, Cristian Eliseo; 0000-0002-3639-5126; 1010864
dc.issue.numero1
dc.language.isoen
dc.nota.accesocontenido parcial
dc.pagina.final20
dc.pagina.inicio1
dc.revistaJournal of Building Engineering
dc.rightsacceso restringido
dc.subjectReinforced masonry
dc.subjectPartially grouted
dc.subjectShear wall
dc.subjectCyclic loading
dc.subjectIn-plane
dc.subjectFull-scale testing
dc.subjectFlexural strength
dc.subjectShear strength
dc.subjectBond beam
dc.subjectBed-joint reinforcement
dc.subject.ddc620
dc.subject.deweyIngenieríaes_ES
dc.titlePartially grouted masonry walls with different horizontal reinforcement types: North American-compliant experimental performance for low seismic risk areas
dc.typeartículo
dc.volumen78
sipa.codpersvinculados1010864
sipa.trazabilidadORCID;2024-03-25
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