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    Endurance of Deck-to-Deck Connections in Transverse Hardwood Glulam Decks

    Source: Journal of Bridge Engineering:;2000:;Volume ( 005 ):;issue: 001
    Author:
    Vincent D. LaCross
    ,
    Harvey B. Manbeck
    ,
    Ray W. Witmer
    ,
    Jeffrey A. Laman
    ,
    John J. Janowiak
    DOI: 10.1061/(ASCE)1084-0702(2000)5:1(84)
    Publisher: American Society of Civil Engineers
    Abstract: Dowel and stiffener beam deck-to-deck connections transfer shear and moment between hardwood glued-laminated (glulam) transverse deck panels in longitudinal timber bridges. The connections resist relative deflections between the deck panels and aid in the prevention of reflexive cracking of the bituminous wearing surface at panel joints. Cyclic loading can reduce the stiffness of some types of deck-to-deck connections resulting in shortened service life. The performance of dowel and stiffener beam deck-to-deck connections for hardwood glulam transverse panel bridge decks was evaluated during cyclic laoding. Five tests were conducted with steel dowel connected deck panels, and five tests were conducted with glulam stiffener beam connected deck panels. Each connection was subjected to 1,000,000 load cycles. Degradation of connector stiffness with increasing number of load cycles was determined. Stiffener beam connections had better cyclic load response than the steel dowel connections. Steel dowel connections experienced approximately 20% degradation of stiffness after 1,000,000 load cycles. Most stiffener beam connections experienced little to no stiffness degradation after 1,000,000 load cycles; the smaller stiffener beam experienced 14% degradation after 1,000,000 load cycles. All connections remained within the limits of deflection criteria established in the 1994 AASHTO
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      Endurance of Deck-to-Deck Connections in Transverse Hardwood Glulam Decks

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    http://yetl.yabesh.ir/yetl1/handle/yetl/50477
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    • Journal of Bridge Engineering

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    contributor authorVincent D. LaCross
    contributor authorHarvey B. Manbeck
    contributor authorRay W. Witmer
    contributor authorJeffrey A. Laman
    contributor authorJohn J. Janowiak
    date accessioned2017-05-08T21:24:46Z
    date available2017-05-08T21:24:46Z
    date copyrightFebruary 2000
    date issued2000
    identifier other%28asce%291084-0702%282000%295%3A1%2884%29.pdf
    identifier urihttp://yetl.yabesh.ir/yetl/handle/yetl/50477
    description abstractDowel and stiffener beam deck-to-deck connections transfer shear and moment between hardwood glued-laminated (glulam) transverse deck panels in longitudinal timber bridges. The connections resist relative deflections between the deck panels and aid in the prevention of reflexive cracking of the bituminous wearing surface at panel joints. Cyclic loading can reduce the stiffness of some types of deck-to-deck connections resulting in shortened service life. The performance of dowel and stiffener beam deck-to-deck connections for hardwood glulam transverse panel bridge decks was evaluated during cyclic laoding. Five tests were conducted with steel dowel connected deck panels, and five tests were conducted with glulam stiffener beam connected deck panels. Each connection was subjected to 1,000,000 load cycles. Degradation of connector stiffness with increasing number of load cycles was determined. Stiffener beam connections had better cyclic load response than the steel dowel connections. Steel dowel connections experienced approximately 20% degradation of stiffness after 1,000,000 load cycles. Most stiffener beam connections experienced little to no stiffness degradation after 1,000,000 load cycles; the smaller stiffener beam experienced 14% degradation after 1,000,000 load cycles. All connections remained within the limits of deflection criteria established in the 1994 AASHTO
    publisherAmerican Society of Civil Engineers
    titleEndurance of Deck-to-Deck Connections in Transverse Hardwood Glulam Decks
    typeJournal Paper
    journal volume5
    journal issue1
    journal titleJournal of Bridge Engineering
    identifier doi10.1061/(ASCE)1084-0702(2000)5:1(84)
    treeJournal of Bridge Engineering:;2000:;Volume ( 005 ):;issue: 001
    contenttypeFulltext
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