{"id":{"repo_id":"vt","oai_identifier":"oai:vtechworks.lib.vt.edu:10919/34936"},"canonical_url":"https://search.dev.ndltd.org/etd/vt/oai:vtechworks.lib.vt.edu:10919/34936","repository":{"repo_id":"vt","name":"Virginia Tech","base_url":"https://vtechworks.lib.vt.edu/oai/request"},"display":{"title":"Yield line analysis of an AASHTO New Jersey concrete parapet wall","abstract":"Concrete bridge rails are rated according to three performance levels. For classification at a given performance level, the rail must meet specific strength and geometric requirements. To meet the strength requirement, the rail must be able to satisfactorily withstand a transverse concentrated load applied at the top of the rail. This load is called F<sub>t</sub> (kips) and is listed for each performance level in the Draft NCHRP Project 12-33 document entitled Development of a Comprehensive Bridge Specification and Commentary. Researchers at the Texas Transportation Institute have developed equations to determine R<sub>w</sub> (kips), the total transverse resistance of a rail (which must be greater than or equal to F<sub>t</sub>), and L<sub>c</sub> (ft), the critical length of wall failure (Hirsch 1978). These equations (referred to as Hirsch equations is this study) were developed by yield line analysis for a constant thickness concrete parapet wall. The purpose of this study is to develop similar equations for R<sub>w</sub> and L<sub>c</sub> based on yield line analysis of a variable thickness New Jersey concrete parapet wall instead of a constant thickness wall. The results from this study indicate that the Hirsch equations significantly over estimate R<sub>w</sub> for variable thickness concrete walls where M<sub>c</sub>, the flexural resistance of the wall about the horizontal axis, varies substantially over the height of the wall. This study recommends that an average value for M<sub>c</sub>, taken over the height of the wall, be used in the Hirsch equations when this situation arises.","abstract_html":"Concrete bridge rails are rated according to three performance levels. For classification at a given performance level, the rail must meet specific strength and geometric requirements. To meet the strength requirement, the rail must be able to satisfactorily withstand a transverse concentrated load applied at the top of the rail. This load is called F&lt;sub&gt;t&lt;/sub&gt; (kips) and is listed for each performance level in the Draft NCHRP Project 12-33 document entitled Development of a Comprehensive Bridge Specification and Commentary. Researchers at the Texas Transportation Institute have developed equations to determine R&lt;sub&gt;w&lt;/sub&gt; (kips), the total transverse resistance of a rail (which must be greater than or equal to F&lt;sub&gt;t&lt;/sub&gt;), and L&lt;sub&gt;c&lt;/sub&gt; (ft), the critical length of wall failure (Hirsch 1978). These equations (referred to as Hirsch equations is this study) were developed by yield line analysis for a constant thickness concrete parapet wall. The purpose of this study is to develop similar equations for R&lt;sub&gt;w&lt;/sub&gt; and L&lt;sub&gt;c&lt;/sub&gt; based on yield line analysis of a variable thickness New Jersey concrete parapet wall instead of a constant thickness wall. The results from this study indicate that the Hirsch equations significantly over estimate R&lt;sub&gt;w&lt;/sub&gt; for variable thickness concrete walls where M&lt;sub&gt;c&lt;/sub&gt;, the flexural resistance of the wall about the horizontal axis, varies substantially over the height of the wall. This study recommends that an average value for M&lt;sub&gt;c&lt;/sub&gt;, taken over the height of the wall, be used in the Hirsch equations when this situation arises.","abstract_has_math":false,"creators":["Calloway, Benita R."],"institution":"Virginia Tech","degree_name":"Master of Science","degree_level":"masters","degree_discipline":"Civil Engineering","degree_department":"Civil Engineering","school":null,"contributors":[],"advisors":[],"committee_chairs":["Barker, Richard M."],"committee_members":["Holzer, Siegfried M.","Garst, Donald A."],"year":1993,"date_issued":"1993-06-06","date_published":"1993-06-06","updated_at":"2026-07-22T22:19:57Z","subjects":[],"languages":["en"],"rights":["In Copyright"],"rights_urls":["http://rightsstatements.org/vocab/InC/1.0/"],"identifier_entries":[{"key":"dc:identifier.other","label":"Dc Identifier Other","values":["etd-09052009-040731"],"render_values":[{"text":"etd-09052009-040731","href":null,"code":true}]}]},"links":{"outbound_url":"http://hdl.handle.net/10919/34936","outbound_label":"Handle","outbound_source":"dc:identifier.uri"},"metadata_groups":[{"id":"people","label":"People","entries":[{"key":"dc:contributor.committeechair","label":"Committee Chair","values":["Barker, Richard M."]},{"key":"dc:contributor.committeemember","label":"Committee Member","values":["Holzer, Siegfried M.","Garst, Donald A."]},{"key":"dc:contributor.department","label":"Department","values":["Civil Engineering"]},{"key":"dc:creator","label":"Author","values":["Calloway, Benita R."]}]},{"id":"academic_context","label":"Academic Context","entries":[{"key":"dc:date.accessioned","label":"Dc Date Accessioned","values":["2014-03-14T20:44:50Z"]},{"key":"dc:date.available","label":"Dc Date Available","values":["2014-03-14T20:44:50Z","2009-09-05"]},{"key":"dc:date.issued","label":"Date","values":["1993-06-06"]},{"key":"dc:publisher","label":"Institution","values":["Virginia Tech"]},{"key":"dc:type","label":"Dc Type","values":["Thesis"]},{"key":"dc:type.dcmitype","label":"Dc Type Dcmitype","values":["Text"]},{"key":"thesis:degree_discipline","label":"Discipline","values":["Civil Engineering"]},{"key":"thesis:degree_level","label":"Degree Level","values":["masters"]},{"key":"thesis:degree_name","label":"Degree Name","values":["Master of Science"]},{"key":"thesis:institution_name","label":"Thesis Institution Name","values":["Virginia Polytechnic Institute and State University"]}]},{"id":"language_rights","label":"Language and Rights","entries":[{"key":"dc:language.iso","label":"Language (ISO)","values":["en"]},{"key":"dc:rights","label":"Dc Rights","values":["In Copyright"]},{"key":"dc:rights.uri","label":"Rights URI","values":["http://rightsstatements.org/vocab/InC/1.0/"]}]},{"id":"identifiers","label":"Identifiers","entries":[{"key":"dc:identifier.other","label":"Dc Identifier Other","values":["etd-09052009-040731"]},{"key":"dc:identifier.uri","label":"Identifier URI","values":["http://hdl.handle.net/10919/34936"]}]},{"id":"additional","label":"Additional Metadata","entries":[{"key":"dc:description.abstract","label":"Abstract","values":["Concrete bridge rails are rated according to three performance levels. For classification at a given performance level, the rail must meet specific strength and geometric requirements. To meet the strength requirement, the rail must be able to satisfactorily withstand a transverse concentrated load applied at the top of the rail. This load is called F<sub>t</sub> (kips) and is listed for each performance level in the Draft NCHRP Project 12-33 document entitled Development of a Comprehensive Bridge Specification and Commentary. Researchers at the Texas Transportation Institute have developed equations to determine R<sub>w</sub> (kips), the total transverse resistance of a rail (which must be greater than or equal to F<sub>t</sub>), and L<sub>c</sub> (ft), the critical length of wall failure (Hirsch 1978). These equations (referred to as Hirsch equations is this study) were developed by yield line analysis for a constant thickness concrete parapet wall. The purpose of this study is to develop similar equations for R<sub>w</sub> and L<sub>c</sub> based on yield line analysis of a variable thickness New Jersey concrete parapet wall instead of a constant thickness wall. The results from this study indicate that the Hirsch equations significantly over estimate R<sub>w</sub> for variable thickness concrete walls where M<sub>c</sub>, the flexural resistance of the wall about the horizontal axis, varies substantially over the height of the wall. This study recommends that an average value for M<sub>c</sub>, taken over the height of the wall, be used in the Hirsch equations when this situation arises."]},{"key":"dc:description.degree","label":"Dc Description Degree","values":["Master of Science"]},{"key":"dc:format.medium","label":"Dc Format Medium","values":["BTD"]},{"key":"dc:format.mimetype","label":"Dc Format Mimetype","values":["application/pdf"]},{"key":"dc:title","label":"Title","values":["Yield line analysis of an AASHTO New Jersey concrete parapet wall"]}]}],"canonical_facts":{"dc:contributor.committeechair":["Barker, Richard M."],"dc:contributor.committeemember":["Holzer, Siegfried M.","Garst, Donald A."],"dc:contributor.department":["Civil Engineering"],"dc:creator":["Calloway, Benita R."],"dc:date.accessioned":["2014-03-14T20:44:50Z"],"dc:date.available":["2014-03-14T20:44:50Z","2009-09-05"],"dc:date.issued":["1993-06-06"],"dc:description.abstract":["Concrete bridge rails are rated according to three performance levels. For classification at a given performance level, the rail must meet specific strength and geometric requirements. To meet the strength requirement, the rail must be able to satisfactorily withstand a transverse concentrated load applied at the top of the rail. This load is called F<sub>t</sub> (kips) and is listed for each performance level in the Draft NCHRP Project 12-33 document entitled Development of a Comprehensive Bridge Specification and Commentary. Researchers at the Texas Transportation Institute have developed equations to determine R<sub>w</sub> (kips), the total transverse resistance of a rail (which must be greater than or equal to F<sub>t</sub>), and L<sub>c</sub> (ft), the critical length of wall failure (Hirsch 1978). These equations (referred to as Hirsch equations is this study) were developed by yield line analysis for a constant thickness concrete parapet wall. The purpose of this study is to develop similar equations for R<sub>w</sub> and L<sub>c</sub> based on yield line analysis of a variable thickness New Jersey concrete parapet wall instead of a constant thickness wall. The results from this study indicate that the Hirsch equations significantly over estimate R<sub>w</sub> for variable thickness concrete walls where M<sub>c</sub>, the flexural resistance of the wall about the horizontal axis, varies substantially over the height of the wall. This study recommends that an average value for M<sub>c</sub>, taken over the height of the wall, be used in the Hirsch equations when this situation arises."],"dc:description.degree":["Master of Science"],"dc:format.medium":["BTD"],"dc:format.mimetype":["application/pdf"],"dc:identifier.other":["etd-09052009-040731"],"dc:identifier.uri":["http://hdl.handle.net/10919/34936"],"dc:language.iso":["en"],"dc:publisher":["Virginia Tech"],"dc:rights":["In Copyright"],"dc:rights.uri":["http://rightsstatements.org/vocab/InC/1.0/"],"dc:title":["Yield line analysis of an AASHTO New Jersey concrete parapet wall"],"dc:type":["Thesis"],"dc:type.dcmitype":["Text"],"thesis:degree_discipline":["Civil Engineering"],"thesis:degree_level":["masters"],"thesis:degree_name":["Master of Science"],"thesis:institution_name":["Virginia Polytechnic Institute and State University"]},"updated_at":"2026-07-22T22:19:57Z"}