Creep and shrinkage behavior of high-strength concrete and minimum reinforcement ratio for bridge columns

dc.authorscopusid 31767605700
dc.authorscopusid 7005951239
dc.authorscopusid 7003603509
dc.authorscopusid 7005760306
dc.contributor.author Mertol,H.C.
dc.contributor.author Rizkalla,S.
dc.contributor.author Zia,P.
dc.contributor.author Mirmiran,A.
dc.contributor.other Civil Engineering
dc.date.accessioned 2024-09-10T21:34:42Z
dc.date.available 2024-09-10T21:34:42Z
dc.date.issued 2010
dc.department Atılım University en_US
dc.department-temp Mertol H.C., Department of Civil Engineering, Atilim University in Ankara, Turkey; Rizkalla S., Department of Civil, Construction, and Environmental Engineering, United States, Constructed Facilities Laboratory, North Carolina State University, Raleigh, NC, United States; Zia P., North Carolina State University, Raleigh, NC, United States; Mirmiran A., Department of Civil Engineering, Denmark, Engineering, Florida International University, Coral Gables FL, United States en_US
dc.description.abstract This paper summarizes the findings of an extensive research program that examined the shrinkage and creep behavior of high-strength concrete (HSC) up to a strength of 18 ksi (124 MPa). Creep and shrinkage strains of 60 specimens were monitored for up to two years. The variables considered in this investigation were the concrete compressive strength, specimen size, curing type, age of concrete at loading, and loading stress level. Research findings indicate that the current American Association of State Highway and Transportation Officials' AASHTO LRFD Bridge Design Specifications could be used to estimate the creep coefficient and shrinkage strain of HSC up to 15 ksi (103 MPa). However, the current AASHTO LRFD specifications do not provide appropriate predictions for concrete compressive strength greater than 15 ksi (103 MPa). A revised time-development correction factor is proposed to obtain better predictions for HSC up to 18 ksi (124 MPa). For HSC compression members, the current AASHTO LRFD specifications require an excessive amount of minimum longitudinal reinforcement to account for the long-term effects due to shrinkage and creep. Based on an analysis, a new relationship is proposed for the required minimum reinforcement ratio. en_US
dc.identifier.citationcount 18
dc.identifier.doi 10.15554/pcij.06012010.138.154
dc.identifier.endpage 154 en_US
dc.identifier.issn 0887-9672
dc.identifier.issue 3 en_US
dc.identifier.scopus 2-s2.0-77955543361
dc.identifier.scopusquality N/A
dc.identifier.startpage 138 en_US
dc.identifier.uri https://doi.org/10.15554/pcij.06012010.138.154
dc.identifier.volume 55 en_US
dc.identifier.wosquality Q4
dc.institutionauthor Mertol, Halit Cenan
dc.language.iso en en_US
dc.publisher Precast/Prestressed Concrete Institute en_US
dc.relation.ispartof PCI Journal en_US
dc.relation.publicationcategory Makale - Uluslararası Hakemli Dergi - Kurum Öğretim Elemanı en_US
dc.rights info:eu-repo/semantics/closedAccess en_US
dc.scopus.citedbyCount 19
dc.subject Column en_US
dc.subject Creep en_US
dc.subject High-strength concrete en_US
dc.subject Longitudinal reinforcement ratio en_US
dc.subject Shrinkage en_US
dc.title Creep and shrinkage behavior of high-strength concrete and minimum reinforcement ratio for bridge columns en_US
dc.type Article en_US
dspace.entity.type Publication
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