FRINK Linked Data Fragments server

Matches in SemOpenAlex for { <https://semopenalex.org/work/W59156919> ?p ?o ?g. }

• W59156919 abstract "Five 96-ft (29.3-m) long, 72-in. (1.83-m) deep, precast, pretensioned bulb- tee girders were tested to evaluate their behavior under flexural fatigue. Three of the girders were also tested to measure their static shear strength. One girder was tested after the fatigue test to measure its flexural strength. The five girders had a design concrete compressive strength of 10,000 psi (69.0 MPa) and incorporated 0.6-in. (15.2-mm) diameter, Grade 270, low relaxation prestressing strands. The shear reinforcement quantities at the ends of three girders were selected to evaluate the applicability of the shear strength design provisions of the AASHTO Standard for Highway Bridges and the AASHTO LRFD Bridge Design Specifications. Shear reinforcement consisted of conventional bars or deformed welded wire reinforcement. The five prestressed concrete girders were produced in a commercial plant. Prior to testing, a 10-ft (3.05-m) wide reinforced concrete deck slab was added to each girder. Three girders were intentionally cracked at midspan before the start of the fatigue test. Two girders were uncracked. After completion of fatigue testing, the three intentionally cracked girders were cut in half and the six girder ends tested to evaluate static shear strength. The cracked bulb-tee girders performed satisfactorily under 5 million cycles of flexural fatigue loading when the tensile stress in the extreme fiber of the bottom flange was limited to a maximum value of 610 psi (4.21 MPa). When the concrete tensile stress was 750 psi (5.17 MPa) or larger, fatigue fractures of the prestressing strand in the cracked girders occurred, and the fatigue life of the girder was reduced. However, the uncracked girders performed satisfactorily under 5 million cycles of flexural fatigue loading when the tensile stress was 600 and 750 psi (4.14 and 5.17 MPa). The measured flexural strength of one girder, after being subjected to 5 million cycles of flexural fatigue loading, exceeded the strengths calculated according to the AASHTO Standard for Highway Bridges and the AASHTO LRFD Bridge Design Specifications using both design and measured material properties. Measured shear strengths of six bulb-tee girder ends consistently exceeded the strengths calculated according to the AASHTO Standard for Highway Bridges and the AASHTO LRFD Bridge Design Specifications using both design and measured material properties. Based on the results of the shear tests, the existing limitation of 60,000 psi (414 MPa) for the design yield stress of transverse reinforcement cited in both AASHTO specifications is conservative. Higher reinforcement yield strengths can be utilized in the design of prestressed concrete beams. Welded wire deformed reinforcement can be used as an equally effective alternate to deformed bars as shear reinforcement." @default.
• W59156919 created "2016-06-24" @default.
• W59156919 creator A5018372591 @default.
• W59156919 creator A5023705066 @default.
• W59156919 creator A5041961041 @default.
• W59156919 date "2005-02-01" @default.
• W59156919 modified "2023-09-27" @default.
• W59156919 title "Fatigue and Shear Behavior of HPC Bulb-Tee Girders" @default.
• W59156919 hasPublicationYear "2005" @default.
• W59156919 type Work @default.
• W59156919 sameAs 59156919 @default.
• W59156919 citedByCount "1" @default.
• W59156919 countsByYear W591569192015 @default.
• W59156919 crossrefType "journal-article" @default.
• W59156919 hasAuthorship W59156919A5018372591 @default.
• W59156919 hasAuthorship W59156919A5023705066 @default.
• W59156919 hasAuthorship W59156919A5041961041 @default.
• W59156919 hasConcept C112950240 @default.
• W59156919 hasConcept C113740112 @default.
• W59156919 hasConcept C125450124 @default.
• W59156919 hasConcept C127413603 @default.
• W59156919 hasConcept C159985019 @default.
• W59156919 hasConcept C178405089 @default.
• W59156919 hasConcept C192562407 @default.
• W59156919 hasConcept C196316656 @default.
• W59156919 hasConcept C2778417280 @default.
• W59156919 hasConcept C2778966251 @default.
• W59156919 hasConcept C30407753 @default.
• W59156919 hasConcept C66938386 @default.
• W59156919 hasConcept C96035792 @default.
• W59156919 hasConceptScore W59156919C112950240 @default.
• W59156919 hasConceptScore W59156919C113740112 @default.
• W59156919 hasConceptScore W59156919C125450124 @default.
• W59156919 hasConceptScore W59156919C127413603 @default.
• W59156919 hasConceptScore W59156919C159985019 @default.
• W59156919 hasConceptScore W59156919C178405089 @default.
• W59156919 hasConceptScore W59156919C192562407 @default.
• W59156919 hasConceptScore W59156919C196316656 @default.
• W59156919 hasConceptScore W59156919C2778417280 @default.
• W59156919 hasConceptScore W59156919C2778966251 @default.
• W59156919 hasConceptScore W59156919C30407753 @default.
• W59156919 hasConceptScore W59156919C66938386 @default.
• W59156919 hasConceptScore W59156919C96035792 @default.
• W59156919 hasLocation W591569191 @default.
• W59156919 hasOpenAccess W59156919 @default.
• W59156919 hasPrimaryLocation W591569191 @default.
• W59156919 hasRelatedWork W1973199177 @default.
• W59156919 hasRelatedWork W1989212046 @default.
• W59156919 hasRelatedWork W2004951513 @default.
• W59156919 hasRelatedWork W2007204294 @default.
• W59156919 hasRelatedWork W2009717819 @default.
• W59156919 hasRelatedWork W2047891987 @default.
• W59156919 hasRelatedWork W2064739063 @default.
• W59156919 hasRelatedWork W2147928048 @default.
• W59156919 hasRelatedWork W2154769839 @default.
• W59156919 hasRelatedWork W2161417730 @default.
• W59156919 hasRelatedWork W3199606919 @default.
• W59156919 hasRelatedWork W587009800 @default.
• W59156919 hasRelatedWork W592806481 @default.
• W59156919 hasRelatedWork W600963469 @default.
• W59156919 hasRelatedWork W634444624 @default.
• W59156919 hasRelatedWork W635050452 @default.
• W59156919 hasRelatedWork W651778638 @default.
• W59156919 hasRelatedWork W800829135 @default.
• W59156919 hasRelatedWork W825801760 @default.
• W59156919 hasRelatedWork W2326371134 @default.
• W59156919 isParatext "false" @default.
• W59156919 isRetracted "false" @default.
• W59156919 magId "59156919" @default.
• W59156919 workType "article" @default.