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dc.contributor.authorWoerheide, Andrew Jamesen_US
dc.date.accessioned2014-03-14T20:41:50Z
dc.date.available2014-03-14T20:41:50Z
dc.date.issued2012-07-20en_US
dc.identifier.otheretd-07232012-151038en_US
dc.identifier.urihttp://hdl.handle.net/10919/34126
dc.description.abstractAs the aging bridges and infrastructure within the US continue to deteriorate, traffic delays due to construction will become more and more common. One method that can reduce delays due to bridge construction is to use precast deck panels. Precast deck panels can significantly reduce the overall length of the construction project. The panels can be manufactured ahead of time, and with higher quality control than is possible in the field. One of the reasons precast deck panels are not widely accepted is because of a lack of research concerning the required post-tensioning force, shear stud pocket placement, and proper joint design. In a recent dissertation (Swenty 2009) numerous recommendations were made for joint design, shear stud pocket design, and post-tensioning force for full-depth precast deck panel bridges. Design drawings were included for the replacement of a bridge located in Scott County, Virginia. The research in this report focuses on the short-term and long-term testing of this bridge. The short-term testing involved performing a live load test in which two trucks of known weight and dimensions were positioned on the bridge in order to maximize the negative moment at the joints over the piers and document strains and deflections at a number of other critical locations. The long-term testing involved monitoring the strains within the deck and on one of the six girders for a number of months in order to document the changes in strain due to creep and shrinkage. The results of these tests were compared to 2D beam-line models and to the parametric study results of Bowersâ research on prestress loss within full-depth precast deck panel bridges. It was determined that the bridge was acting compositely and that the post-tensioning force was sufficient in keeping the joints in compression during testing.en_US
dc.publisherVirginia Techen_US
dc.relation.haspartWoerheide_AJ_T_2012.pdfen_US
dc.rightsI hereby certify that, if appropriate, I have obtained and attached hereto a written permission statement from the owner(s) of each third party copyrighted matter to be included in my thesis, dissertation, or project report, allowing distribution as specified below. I certify that the version I submitted is the same as that approved by my advisory committee. I hereby grant to Virginia Tech or its agents the non-exclusive license to archive and make accessible, under the conditions specified below, my thesis, dissertation, or project report in whole or in part in all forms of media, now or hereafter known. I retain all other ownership rights to the copyright of the thesis, dissertation or project report. I also retain the right to use in future works (such as articles or books) all or part of this thesis, dissertation, or project report.en_US
dc.subjectprestress lossen_US
dc.subjectshear studsen_US
dc.subjectpost-tensioningen_US
dc.subjectdeck panelsen_US
dc.subjectbridge decken_US
dc.titleStructural Performance of Longitudinally Post-Tensioned Precast Deck Panel Bridgesen_US
dc.typeThesisen_US
dc.contributor.departmentCivil Engineeringen_US
dc.description.degreeMaster of Scienceen_US
thesis.degree.nameMaster of Scienceen_US
thesis.degree.levelmastersen_US
thesis.degree.grantorVirginia Polytechnic Institute and State Universityen_US
thesis.degree.disciplineCivil Engineeringen_US
dc.contributor.committeechairRoberts-Wollmann, Carin L.en_US
dc.contributor.committeememberCousins, Thomas E.en_US
dc.contributor.committeememberEatherton, Matthew R.en_US
dc.identifier.sourceurlhttp://scholar.lib.vt.edu/theses/available/etd-07232012-151038/en_US
dc.date.sdate2012-07-23en_US
dc.date.rdate2012-07-27
dc.date.adate2012-07-27en_US


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