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106 - Final Design Consideration - Superstructure - Revision history
2024-03-29T10:58:02Z
Revision history for this page on the wiki
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Jtice: Replaced FCM with NSTM
2022-12-12T15:21:03Z
<p>Replaced FCM with NSTM</p>
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<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 11:21, 12 December 2022</td>
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<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>== 106.2 Terms ==</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>== 106.2 Terms ==</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;AASHTO LRFD: AASHTO LRFD Bridge Design Specifications.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;AASHTO LRFD: AASHTO LRFD Bridge Design Specifications.</div></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"></del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">;FCM: Fracture-critical member.</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;HLMR Bearings: High load multi-rotational bearings</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;HLMR Bearings: High load multi-rotational bearings</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;NEPCOAT: Northeast Protective Coating Committee.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;NEPCOAT: Northeast Protective Coating Committee.</div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;"></ins></div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;NSTM: Non-redundant steel tension member.</ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;PTFE: Polytetrafluoroethylene—a synthetic fluoropolymer of tetrafluoroethylene that has numerous applications for bridge construction, but mainly in providing a low-friction sliding surface. The best-known brand name of PTFE-based formulas is Teflon<sup>®</sup>.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>;PTFE: Polytetrafluoroethylene—a synthetic fluoropolymer of tetrafluoroethylene that has numerous applications for bridge construction, but mainly in providing a low-friction sliding surface. The best-known brand name of PTFE-based formulas is Teflon<sup>®</sup>.</div></td></tr>
<tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l498">Line 498:</td>
<td colspan="2" class="diff-lineno">Line 498:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>One potential application of high-strength steel would be the use of HPS 70W steel as part of a hybrid girder. As an example, the use of HPS 70W steel for the top flange over the interior support of a two-span continuous-plate girder may be justified for improved strength, while having minimal change on girder deflections. Generally, however, the use of the same steel type throughout the bridge is preferred, unless cost savings can be justified.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>One potential application of high-strength steel would be the use of HPS 70W steel as part of a hybrid girder. As an example, the use of HPS 70W steel for the top flange over the interior support of a two-span continuous-plate girder may be justified for improved strength, while having minimal change on girder deflections. Generally, however, the use of the same steel type throughout the bridge is preferred, unless cost savings can be justified.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>For improved resistance to corrosion, resistance to fracture, and/or to achieve a higher factor-of-safety in design, high-performance steels (grades HPS 50W, HPS 70W, and HPS 100W) are to be used for steel members or elements designated as <del style="font-weight: bold; text-decoration: none;">FCM </del>or SRM. Refer to ''[[#106.8.2.1 Redundancy Requirements|Section 106.8.2.1 – Redundancy Requirements]]'' for the description and design requirements for <del style="font-weight: bold; text-decoration: none;">FCMs </del>and SRMs.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>For improved resistance to corrosion, resistance to fracture, and/or to achieve a higher factor-of-safety in design, high-performance steels (grades HPS 50W, HPS 70W, and HPS 100W) are to be used for steel members or elements designated as <ins style="font-weight: bold; text-decoration: none;">NSTM </ins>or SRM. Refer to ''[[#106.8.2.1 Redundancy Requirements|Section 106.8.2.1 – Redundancy Requirements]]'' for the description and design requirements for <ins style="font-weight: bold; text-decoration: none;">NSTMs </ins>and SRMs.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>=== 106.8.2 Fatigue and Fracture Considerations ===</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>=== 106.8.2 Fatigue and Fracture Considerations ===</div></td></tr>
<tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l512">Line 512:</td>
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<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Whenever practical, new multi-girder steel superstructures shall have a minimum of four longitudinal girders, unless approved by the Bridge Design Engineer.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Whenever practical, new multi-girder steel superstructures shall have a minimum of four longitudinal girders, unless approved by the Bridge Design Engineer.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>The reduction or elimination of <del style="font-weight: bold; text-decoration: none;">FCM </del>shall be a goal of bridge designs. Refer to FHWA Memorandum, [https://www.fhwa.dot.gov/bridge/<del style="font-weight: bold; text-decoration: none;">120620</del>.<del style="font-weight: bold; text-decoration: none;">cfm </del>''<del style="font-weight: bold; text-decoration: none;">Clarifications </del>of <del style="font-weight: bold; text-decoration: none;">Requirements for Fracture Critical </del>Members'' (<del style="font-weight: bold; text-decoration: none;">2012</del>)]; and [https://www.aisc.org/globalassets/nsba/design-resources/steel-bridge-design-handbook/b909_sbdh_chapter9.pdf FHWA-IF-12-052, ''Steel Bridge Design Handbook: Redundancy'' (2012)]. Redundancy may be classified in one of three ways:</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>The reduction or elimination of <ins style="font-weight: bold; text-decoration: none;">NSTM </ins>shall be a goal of bridge designs. Refer to FHWA Memorandum, [https://www.fhwa.dot.gov/bridge/<ins style="font-weight: bold; text-decoration: none;">pubs/MEMO-ATTACHMENT_Inspection-Interval-Implementation-FINAL_508v2</ins>.<ins style="font-weight: bold; text-decoration: none;">pdf </ins>''<ins style="font-weight: bold; text-decoration: none;">Inspection </ins>of <ins style="font-weight: bold; text-decoration: none;">Nonredundant</ins></div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">Steel Tension </ins>Members'' (<ins style="font-weight: bold; text-decoration: none;">2022</ins>)]; and [https://www.aisc.org/globalassets/nsba/design-resources/steel-bridge-design-handbook/b909_sbdh_chapter9.pdf FHWA-IF-12-052, ''Steel Bridge Design Handbook: Redundancy'' (2012)]. Redundancy may be classified in one of three ways:</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div># Load Path</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div># Load Path</div></td></tr>
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<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div># Internal</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div># Internal</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>Whenever possible, steel superstructures shall incorporate members that meet the requirements for load path redundancy; for example, a minimum of four main longitudinal members, as part of a multi-beam or multi-girder system. All members that do not meet the requirements for load path redundancy shall be classified as either <del style="font-weight: bold; text-decoration: none;">FCM</del>, or as SRM. An SRM is a member that has <del style="font-weight: bold; text-decoration: none;">demonstrated—through </del>refined <del style="font-weight: bold; text-decoration: none;">analysis—that </del>the structure has adequate strength and stability if the member were removed, or if its primary load path were interrupted. Both <del style="font-weight: bold; text-decoration: none;">FCMs </del>and SRMs must be designed and fabricated to meet current AASHTO fracture control plan requirements.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>Whenever possible, steel superstructures shall incorporate members that meet the requirements for load path redundancy; for example, a minimum of four main longitudinal members, as part of a multi-beam or multi-girder system. All members that do not meet the requirements for load path redundancy shall be classified as either <ins style="font-weight: bold; text-decoration: none;">NSTM</ins>, or as SRM. An SRM is a member that has <ins style="font-weight: bold; text-decoration: none;">demonstrated — through </ins>refined <ins style="font-weight: bold; text-decoration: none;">analysis — that </ins>the structure has adequate strength and stability if the member were removed, or if its primary load path were interrupted. Both <ins style="font-weight: bold; text-decoration: none;">NSTMs </ins>and SRMs must be designed and fabricated to meet current AASHTO fracture control plan requirements.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>SRMs must meet the requirements for structural redundancy proven through refined analysis, per [https://onlinepubs.trb.org/onlinepubs/nchrp/nchrp_rpt_406.pdf NCHRP Report 406, ''Redundancy in Highway Bridge Superstructures'' (1998)]. If refined analysis is not performed, the members shall be classified as <del style="font-weight: bold; text-decoration: none;">fracture-critical </del>and load modifiers “h” used per Section A1.3.4 – Redundancy for design.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>SRMs must meet the requirements for structural redundancy proven through refined analysis, per [https://onlinepubs.trb.org/onlinepubs/nchrp/nchrp_rpt_406.pdf NCHRP Report 406, ''Redundancy in Highway Bridge Superstructures'' (1998)]. If refined analysis is not performed, the members shall be classified as <ins style="font-weight: bold; text-decoration: none;">NSTM </ins>and load modifiers “h” used per Section A1.3.4 – Redundancy for design.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>The Bridge Design Engineer shall approve the designation of SRM instead of <del style="font-weight: bold; text-decoration: none;">FCM</del>, and retain all necessary documentation for future inspections. Members designed as internally redundant, while good practice, are still recognized as <del style="font-weight: bold; text-decoration: none;">FCM</del>.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>The Bridge Design Engineer shall approve the designation of SRM instead of <ins style="font-weight: bold; text-decoration: none;">NSTM</ins>, and retain all necessary documentation for future inspections. Members designed as internally redundant, while good practice, are still recognized as <ins style="font-weight: bold; text-decoration: none;">NSTM</ins>.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>Although no difference will be permitted between <del style="font-weight: bold; text-decoration: none;">FCM </del>and SRM in fabrication, the SRM designation permits the exemption from <del style="font-weight: bold; text-decoration: none;">fracture critical </del>inspection requirements.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>Although no difference will be permitted between <ins style="font-weight: bold; text-decoration: none;">NSTM </ins>and SRM in fabrication, the SRM designation permits the exemption from <ins style="font-weight: bold; text-decoration: none;">NSTM </ins>inspection requirements.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>All tension elements on <del style="font-weight: bold; text-decoration: none;">FCM </del>shall be designated as <del style="font-weight: bold; text-decoration: none;">“FCM” </del>on the Plans. All tension elements on SRMs shall be designated as “SRM” on the Plans. SRMs should have a note included on the Plans to fabricate them in accordance with AWS D1.5 Chapter 12. Materials used for both <del style="font-weight: bold; text-decoration: none;">FCMs </del>and SRMs shall be as specified in ''[[#106.8.1.3 High-Performance Steels|Section 106.8.1.3 – High-Performance Steels]]''.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>All tension elements on <ins style="font-weight: bold; text-decoration: none;">NSTM </ins>shall be designated as <ins style="font-weight: bold; text-decoration: none;">“NSTM” </ins>on the Plans. All tension elements on SRMs shall be designated as “SRM” on the Plans. SRMs should have a note included on the Plans to fabricate them in accordance with AWS D1.5 Chapter 12. Materials used for both <ins style="font-weight: bold; text-decoration: none;">NSTMs </ins>and SRMs shall be as specified in ''[[#106.8.1.3 High-Performance Steels|Section 106.8.1.3 – High-Performance Steels]]''.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>==== 106.8.2.2 ''Welding and Weld Procedures'' ====</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>==== 106.8.2.2 ''Welding and Weld Procedures'' ====</div></td></tr>
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<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>[https://www.fhwa.dot.gov/bridge/t514022.cfm FHWA, 1989. FHWA Technical Advisory 5140.22, ''Uncoated Weathering Steel in Structures'', October 3.]</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>[https://www.fhwa.dot.gov/bridge/t514022.cfm FHWA, 1989. FHWA Technical Advisory 5140.22, ''Uncoated Weathering Steel in Structures'', October 3.]</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>[https://www.fhwa.dot.gov/bridge/<del style="font-weight: bold; text-decoration: none;">120620</del>.<del style="font-weight: bold; text-decoration: none;">cfm </del>FHWA, <del style="font-weight: bold; text-decoration: none;">2012</del>. FHWA Memorandum, ''<del style="font-weight: bold; text-decoration: none;">Clarification </del>of <del style="font-weight: bold; text-decoration: none;">Requirements for Fracture Critical </del>Members'', <del style="font-weight: bold; text-decoration: none;">June 20</del>.]</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>[https://www.fhwa.dot.gov/bridge/<ins style="font-weight: bold; text-decoration: none;">pubs/MEMO-ATTACHMENT_Inspection-Interval-Implementation-FINAL_508v2</ins>.<ins style="font-weight: bold; text-decoration: none;">pdf </ins>FHWA, <ins style="font-weight: bold; text-decoration: none;">2022</ins>. FHWA Memorandum, ''<ins style="font-weight: bold; text-decoration: none;">Inspection </ins>of <ins style="font-weight: bold; text-decoration: none;">Nonredundant Steel Tension </ins>Members'', <ins style="font-weight: bold; text-decoration: none;">May 9</ins>.]</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>[https://www.fhwa.dot.gov/bridge/steel/pubs/if12052/volume09.pdf FHWA, 2012. ''Steel Bridge Design Handbook: Redundancy'', Publication No. FHWA-IF-12-052, Volume 9, November.]</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>[https://www.fhwa.dot.gov/bridge/steel/pubs/if12052/volume09.pdf FHWA, 2012. ''Steel Bridge Design Handbook: Redundancy'', Publication No. FHWA-IF-12-052, Volume 9, November.]</div></td></tr>
</table>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=2318&oldid=prev
Jtice: Converted Terms to definition format
2022-12-12T15:07:29Z
<p>Converted Terms to definition format</p>
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<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 11:07, 12 December 2022</td>
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<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>== 106.2 Terms ==</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>== 106.2 Terms ==</div></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">'''</del>AASHTO LRFD<del style="font-weight: bold; text-decoration: none;">''' – ''</del>AASHTO LRFD Bridge Design Specifications<del style="font-weight: bold; text-decoration: none;">''</del></div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;</ins>AASHTO LRFD<ins style="font-weight: bold; text-decoration: none;">: </ins>AASHTO LRFD Bridge Design Specifications<ins style="font-weight: bold; text-decoration: none;">.</ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">'''</del>FCM <del style="font-weight: bold; text-decoration: none;">–''' </del>Fracture-critical member</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;</ins>FCM<ins style="font-weight: bold; text-decoration: none;">: </ins>Fracture-critical member<ins style="font-weight: bold; text-decoration: none;">.</ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">'''</del>HLMR Bearings <del style="font-weight: bold; text-decoration: none;">–''' </del>High load multi-rotational bearings</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;</ins>HLMR Bearings<ins style="font-weight: bold; text-decoration: none;">: </ins>High load multi-rotational bearings</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">'''</del>NEPCOAT<del style="font-weight: bold; text-decoration: none;">''' – </del>Northeast Protective Coating Committee</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;</ins>NEPCOAT<ins style="font-weight: bold; text-decoration: none;">: </ins>Northeast Protective Coating Committee<ins style="font-weight: bold; text-decoration: none;">.</ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">'''</del>PTFE<del style="font-weight: bold; text-decoration: none;">''' – </del>Polytetrafluoroethylene—a synthetic fluoropolymer of tetrafluoroethylene that has numerous applications for bridge construction, but mainly in providing a low-friction sliding surface. The best-known brand name of PTFE-based formulas is Teflon<sup>®</sup>.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;</ins>PTFE<ins style="font-weight: bold; text-decoration: none;">: </ins>Polytetrafluoroethylene—a synthetic fluoropolymer of tetrafluoroethylene that has numerous applications for bridge construction, but mainly in providing a low-friction sliding surface. The best-known brand name of PTFE-based formulas is Teflon<sup>®</sup>.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">'''</del>SIP Forms <del style="font-weight: bold; text-decoration: none;">–''' </del>Stay-in-place forms</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;</ins>SIP Forms<ins style="font-weight: bold; text-decoration: none;">: </ins>Stay-in-place forms<ins style="font-weight: bold; text-decoration: none;">.</ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">'''</del>SRM <del style="font-weight: bold; text-decoration: none;">–''' </del>System-redundant member</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">;</ins>SRM<ins style="font-weight: bold; text-decoration: none;">: </ins>System-redundant member<ins style="font-weight: bold; text-decoration: none;">.</ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>== 106.3 Design Loads ==</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>== 106.3 Design Loads ==</div></td></tr>
</table>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=2309&oldid=prev
Jtice: Added statement about differential deflection between beams when calculating haunch dimensions. Corrected haunch reinforcement verbiage.
2022-12-06T14:25:46Z
<p>Added statement about differential deflection between beams when calculating haunch dimensions. Corrected haunch reinforcement verbiage.</p>
<table style="background-color: #fff; color: #202122;" data-mw="interface">
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<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 10:25, 6 December 2022</td>
</tr><tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l148">Line 148:</td>
<td colspan="2" class="diff-lineno">Line 148:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>For adjacent box-beam decks, the transverse reinforcing steel should be placed parallel to the abutments regardless of magnitude of skew. If the abutments are not parallel, the transverse reinforcement shall be placed parallel to the abutment with the milder skew. At the more sharply skewed end, detail the bars to be fabricated shorter to fit into the acute corner of the deck.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>For adjacent box-beam decks, the transverse reinforcing steel should be placed parallel to the abutments regardless of magnitude of skew. If the abutments are not parallel, the transverse reinforcement shall be placed parallel to the abutment with the milder skew. At the more sharply skewed end, detail the bars to be fabricated shorter to fit into the acute corner of the deck.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>==== 106.4.2.4 <del style="font-weight: bold; text-decoration: none;">''</del>Deck Haunch<del style="font-weight: bold; text-decoration: none;">'' </del>====</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>==== 106.4.2.4 Deck Haunch ====</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>For steel superstructures, the deck haunch is defined as the vertical distance from the bottom of deck to the top of the top flange. For prestressed concrete superstructures, the deck haunch is defined as the vertical distance from the bottom of deck to the top of prestressed beam.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>For steel superstructures, the deck haunch is defined as the vertical distance from the bottom of deck to the top of the top flange. For prestressed concrete superstructures, the deck haunch is defined as the vertical distance from the bottom of deck to the top of prestressed beam.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l155">Line 155:</td>
<td colspan="2" class="diff-lineno">Line 155:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The haunch affords the flexibility in construction to adapt the field conditions to achieve the final top-of-deck elevation and required thickness of the deck. The designer shall consider the haunch as a method to accommodate fabrication and construction tolerances, and unknown or unanticipated conditions in the field for various bridge types and span lengths. Advantages and disadvantages of a deeper haunch shall be considered in the design and detailing.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The haunch affords the flexibility in construction to adapt the field conditions to achieve the final top-of-deck elevation and required thickness of the deck. The designer shall consider the haunch as a method to accommodate fabrication and construction tolerances, and unknown or unanticipated conditions in the field for various bridge types and span lengths. Advantages and disadvantages of a deeper haunch shall be considered in the design and detailing.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>Bridge decks for spread multi-beam superstructures shall be detailed to have a minimum haunch thickness of 2 inches over the steel- or concrete-beam top flange, as measured from any point along the width of the top flange to the bottom of the deck slab. The haunch shall be no less than 1 inch over splice plates on steel girders, as applicable. The haunch dimensions should be determined at the locations corresponding to the deck elevations over the girders as specified in ''[[#106.4.3 Finished Deck Elevations|Section 106.4.3 – Finished Deck Elevations]]''.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>Bridge decks for spread multi-beam superstructures shall be detailed to have a minimum haunch thickness of 2 inches over the steel- or concrete-beam top flange, as measured from any point along the width of the top flange to the bottom of the deck slab. The haunch shall be no less than 1 inch over splice plates on steel girders, as applicable. The haunch dimensions should be determined at the locations corresponding to the deck elevations over the girders as specified in ''[[#106.4.3 Finished Deck Elevations|Section 106.4.3 – Finished Deck Elevations]]''<ins style="font-weight: bold; text-decoration: none;">. When determining haunch dimensions, it should be assumed that the cross-frames will eliminate any differential deflection between beams at deck placement</ins>.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>The deck haunch should accommodate construction tolerances and variations due to beam camber, cross-slope, and/or longitudinal profile. <del style="font-weight: bold; text-decoration: none;">With </del>the <del style="font-weight: bold; text-decoration: none;">exception of haunches over </del>prestressed concrete beams with top flanges greater than or equal to 3 feet, haunch <del style="font-weight: bold; text-decoration: none;">reinforcement shall be required for haunch thicknesses exceeding 5 inches</del>. For all other beam types, haunch <del style="font-weight: bold; text-decoration: none;">reinforcement shall be required for haunch thicknesses exceeding 3 inches</del>. Refer to ''[[Media:Detail 325.01.pdf|Section 325.01 – Concrete Deck Details]]''.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>The deck haunch should accommodate construction tolerances and variations due to beam camber, cross-slope, and/or longitudinal profile. <ins style="font-weight: bold; text-decoration: none;">Haunch reinforcement is required for </ins>the <ins style="font-weight: bold; text-decoration: none;">following cases:</ins></div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">* For </ins>prestressed concrete beams with top flanges greater than or equal to 3 feet, <ins style="font-weight: bold; text-decoration: none;">using stay-in-place forms, and when </ins>haunch <ins style="font-weight: bold; text-decoration: none;">thickness is 5” or greater</ins>.</div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">* </ins>For all other beam types, <ins style="font-weight: bold; text-decoration: none;">when </ins>haunch <ins style="font-weight: bold; text-decoration: none;">thickness is 3” or greater</ins>.</div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>Refer to ''[[Media:Detail 325.01.pdf|Section 325.01 – Concrete Deck Details]]'' <ins style="font-weight: bold; text-decoration: none;">for haunch reinforcement details</ins>.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>==== 106.4.2.5 ''Concrete Cover'' ====</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>==== 106.4.2.5 ''Concrete Cover'' ====</div></td></tr>
</table>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=2308&oldid=prev
Jtice: Added preference to minimize differential deflection between beams and warning about differential deflection at time of deck pour.
2022-12-06T14:16:38Z
<p>Added preference to minimize differential deflection between beams and warning about differential deflection at time of deck pour.</p>
<table style="background-color: #fff; color: #202122;" data-mw="interface">
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<col class="diff-content" />
<col class="diff-marker" />
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<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 10:16, 6 December 2022</td>
</tr><tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l46">Line 46:</td>
<td colspan="2" class="diff-lineno">Line 46:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>For the non-composite condition, the designer may conservatively estimate the haunch thickness for dead load estimation as part of the analysis and design of the beam, in lieu of providing accurate haunch dead loads throughout the length of the beam. For the composite condition, the typical approach shall be to account for the haunch in terms of its weight, but not in terms of increased capacity, due to the additional offset that the haunch provides in relation to the centroid of the deck and the centroid of the steel or concrete beam. When taking that approach, however, the designer shall consider the significance of such assumptions with regard to the overall composite member stiffness (deflections), and in the determination of the location of the centroid of the composite section.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>For the non-composite condition, the designer may conservatively estimate the haunch thickness for dead load estimation as part of the analysis and design of the beam, in lieu of providing accurate haunch dead loads throughout the length of the beam. For the composite condition, the typical approach shall be to account for the haunch in terms of its weight, but not in terms of increased capacity, due to the additional offset that the haunch provides in relation to the centroid of the deck and the centroid of the steel or concrete beam. When taking that approach, however, the designer shall consider the significance of such assumptions with regard to the overall composite member stiffness (deflections), and in the determination of the location of the centroid of the composite section.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>==== 106.3.1.2 <del style="font-weight: bold; text-decoration: none;">''</del>Distribution of Dead Loads<del style="font-weight: bold; text-decoration: none;">'' </del>====</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>==== 106.3.1.2 Distribution of Dead Loads ====</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Unless advanced analysis (2-D grillage or 3-D finite element analysis) techniques are employed, or justification for alternate distribution provided, the following distribution of dead loads shall be used for line girder analysis of typical multi-beam bridges:</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Unless advanced analysis (2-D grillage or 3-D finite element analysis) techniques are employed, or justification for alternate distribution provided, the following distribution of dead loads shall be used for line girder analysis of typical multi-beam bridges:</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l55">Line 55:</td>
<td colspan="2" class="diff-lineno">Line 55:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>## Staged construction distribution of dead load may depend on the sequence of the bridge construction.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>## Staged construction distribution of dead load may depend on the sequence of the bridge construction.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>## For bridge widths greater than 40 feet, the designer shall consider not distributing to all beams, but applying rationale for limiting loads to adjacent two to three beams. This recognizes that in wide bridges, it is less likely for beams a significant distance from partial-width loads to feel the effect of the load.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>## For bridge widths greater than 40 feet, the designer shall consider not distributing to all beams, but applying rationale for limiting loads to adjacent two to three beams. This recognizes that in wide bridges, it is less likely for beams a significant distance from partial-width loads to feel the effect of the load.</div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;"></ins></div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">Overhang widths and beam spacing should be adjusted to minimize differences in deflection between beams due to non-composite dead loads. When differential deflection is proposed, additional consideration should be given to the deflection behavior of the beams with cross-frames attached during the deck pour.</ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The designer shall consider applicability of above methodologies for load distribution when 2‑D grillage or 3-D finite element analysis methods are used.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The designer shall consider applicability of above methodologies for load distribution when 2‑D grillage or 3-D finite element analysis methods are used.</div></td></tr>
</table>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=2027&oldid=prev
Jtice: Updated hyperlinks
2022-10-24T21:12:02Z
<p>Updated hyperlinks</p>
<a href="https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=2027&oldid=1882">Show changes</a>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=1882&oldid=prev
Jtice: Deleted language redundant with the Standard Specifications and welding code.
2022-10-20T19:38:51Z
<p>Deleted language redundant with the Standard Specifications and welding code.</p>
<table style="background-color: #fff; color: #202122;" data-mw="interface">
<col class="diff-marker" />
<col class="diff-content" />
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<col class="diff-content" />
<tr class="diff-title" lang="en">
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 15:38, 20 October 2022</td>
</tr><tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l1029">Line 1,029:</td>
<td colspan="2" class="diff-lineno">Line 1,029:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>====106.10.9.1 ''Sole Plates''====</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>====106.10.9.1 ''Sole Plates''====</div></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>Sole plates (a plate, typically welded, attached to the bottom flange of a beam that distributes the reaction of the bearing to the beam) are not always required with the design of elastomeric bearings. When they are, beveled sole plates should be used to produce a level bearing surface at the top of the elastomeric bearing when the underside of the girder, under the full dead load and at the mean annual temperature, is out of level by more than 0.01 radians (1 percent). In addition, if the required difference in the sole plate thickness due to the bevel exceeds 0.125 inch, the sole plate should be beveled. Fabricators have the resources to machine nearly any bevel required<del style="font-weight: bold; text-decoration: none;">. If the difference in plate thickness due to the bevel is as little as 0.125 inch, it may be difficult for the Contractor to differentiate the proper orientation of the plate. For these cases, the fabricator shall be required to mark the plate in some way to delineate the thick and thin ends</del>. The designer shall include the bevel information in the contract documents.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>Sole plates (a plate, typically welded, attached to the bottom flange of a beam that distributes the reaction of the bearing to the beam) are not always required with the design of elastomeric bearings. When they are, beveled sole plates should be used to produce a level bearing surface at the top of the elastomeric bearing when the underside of the girder, under the full dead load and at the mean annual temperature, is out of level by more than 0.01 radians (1 percent). In addition, if the required difference in the sole plate thickness due to the bevel exceeds 0.125 inch, the sole plate should be beveled. Fabricators have the resources to machine nearly any bevel required. The designer shall include the bevel information in the contract documents.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Beveled sole-plate thickness should not be less than 0.75 inch, and should be designed for bending if the width of the elastomeric bearing extends beyond the edges of the girder flange.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Beveled sole-plate thickness should not be less than 0.75 inch, and should be designed for bending if the width of the elastomeric bearing extends beyond the edges of the girder flange.</div></td></tr>
<tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l1037">Line 1,037:</td>
<td colspan="2" class="diff-lineno">Line 1,037:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Similar to the connection between the elastomeric pad and the masonry plate, refer to ''[[#106.10.9.2 Masonry Plates and Anchor Rods|Section 106.10.9.2 – Masonry Plates and Anchor Rods]]'' for options to secure the connection between the sole plate and the elastomeric pad, when determined to be required for securing against “walking.” “Walking” refers to slippage or sliding between the bottom or top surface of the elastomeric pad and the concrete or steel surface against which it is bearing.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>Similar to the connection between the elastomeric pad and the masonry plate, refer to ''[[#106.10.9.2 Masonry Plates and Anchor Rods|Section 106.10.9.2 – Masonry Plates and Anchor Rods]]'' for options to secure the connection between the sole plate and the elastomeric pad, when determined to be required for securing against “walking.” “Walking” refers to slippage or sliding between the bottom or top surface of the elastomeric pad and the concrete or steel surface against which it is bearing.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">For welded connections between the girder and sole plate, weld current shall not be permitted to pass between the sole plate and masonry plate to prevent fusion of metal-to-metal contact surfaces. </del>Overhead welds should be avoided due to limited clearance. The bearing should be detailed with at least 1.5 inches between the elastomer and any field welds. The welds for the sole plate connection should only be along the longitudinal girder axis. Transverse joints should be sealed with an acceptable caulking material.</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>Overhead welds should be avoided due to limited clearance. The bearing should be detailed with at least 1.5 inches between the elastomer and any field welds. The welds for the sole plate connection should only be along the longitudinal girder axis. Transverse joints should be sealed with an acceptable caulking material.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>==== 106.10.9.2 ''Masonry Plates and Anchor Rods'' ====</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>==== 106.10.9.2 ''Masonry Plates and Anchor Rods'' ====</div></td></tr>
</table>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=1843&oldid=prev
Jtice: Fixed formatting
2022-10-11T18:57:12Z
<p>Fixed formatting</p>
<table style="background-color: #fff; color: #202122;" data-mw="interface">
<col class="diff-marker" />
<col class="diff-content" />
<col class="diff-marker" />
<col class="diff-content" />
<tr class="diff-title" lang="en">
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 14:57, 11 October 2022</td>
</tr><tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l790">Line 790:</td>
<td colspan="2" class="diff-lineno">Line 790:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position. Section A.6.7.2 provides guidance on selection of fit condition and when it is appropriate to consider locked-in force effects. For additional background information, refer to [https://onlinepubs.trb.org/onlinepubs/nchrp/docs/NCHRP20-07(355)_FR-Appendices.pdf NCHRP Project 20-07/Task 355].</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position. Section A.6.7.2 provides guidance on selection of fit condition and when it is appropriate to consider locked-in force effects. For additional background information, refer to [https://onlinepubs.trb.org/onlinepubs/nchrp/docs/NCHRP20-07(355)_FR-Appendices.pdf NCHRP Project 20-07/Task 355].</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 <del style="font-weight: bold; text-decoration: none;">''</del>Erection Submittal Requirements for Contractor’s Engineer<del style="font-weight: bold; text-decoration: none;">'' </del>====</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 Erection Submittal Requirements for Contractor’s Engineer====</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The bridge designer shall anticipate the erection submittal requirements of the Contractor as stipulated in the Standard Specifications, and supplement the requirements with Special Provisions, as recommended in the Manual and/or as required for the project.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The bridge designer shall anticipate the erection submittal requirements of the Contractor as stipulated in the Standard Specifications, and supplement the requirements with Special Provisions, as recommended in the Manual and/or as required for the project.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
</table>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=1842&oldid=prev
Jtice: Undo revision 1841 by Jtice (talk)
2022-10-11T18:56:07Z
<p>Undo revision 1841 by <a href="/index.php/Special:Contributions/Jtice" title="Special:Contributions/Jtice">Jtice</a> (<a href="/index.php?title=User_talk:Jtice&action=edit&redlink=1" class="new" title="User talk:Jtice (page does not exist)">talk</a>)</p>
<table style="background-color: #fff; color: #202122;" data-mw="interface">
<col class="diff-marker" />
<col class="diff-content" />
<col class="diff-marker" />
<col class="diff-content" />
<tr class="diff-title" lang="en">
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 14:56, 11 October 2022</td>
</tr><tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l790">Line 790:</td>
<td colspan="2" class="diff-lineno">Line 790:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position. Section A.6.7.2 provides guidance on selection of fit condition and when it is appropriate to consider locked-in force effects. For additional background information, refer to [https://onlinepubs.trb.org/onlinepubs/nchrp/docs/NCHRP20-07(355)_FR-Appendices.pdf NCHRP Project 20-07/Task 355].</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position. Section A.6.7.2 provides guidance on selection of fit condition and when it is appropriate to consider locked-in force effects. For additional background information, refer to [https://onlinepubs.trb.org/onlinepubs/nchrp/docs/NCHRP20-07(355)_FR-Appendices.pdf NCHRP Project 20-07/Task 355].</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 Erection Submittal Requirements for Contractor’s Engineer===</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 <ins style="font-weight: bold; text-decoration: none;">''</ins>Erection Submittal Requirements for Contractor’s Engineer<ins style="font-weight: bold; text-decoration: none;">'' =</ins>===</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The bridge designer shall anticipate the erection submittal requirements of the Contractor as stipulated in the Standard Specifications, and supplement the requirements with Special Provisions, as recommended in the Manual and/or as required for the project.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The bridge designer shall anticipate the erection submittal requirements of the Contractor as stipulated in the Standard Specifications, and supplement the requirements with Special Provisions, as recommended in the Manual and/or as required for the project.</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
</table>
Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=1841&oldid=prev
Jtice: /* 106.8.9.2 Erection Submittal Requirements for Contractor’s Engineer */
2022-10-11T18:55:01Z
<p><span dir="auto"><span class="autocomment">106.8.9.2 Erection Submittal Requirements for Contractor’s Engineer</span></span></p>
<table style="background-color: #fff; color: #202122;" data-mw="interface">
<col class="diff-marker" />
<col class="diff-content" />
<col class="diff-marker" />
<col class="diff-content" />
<tr class="diff-title" lang="en">
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 14:55, 11 October 2022</td>
</tr><tr><td colspan="2" class="diff-lineno" id="mw-diff-left-l790">Line 790:</td>
<td colspan="2" class="diff-lineno">Line 790:</td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position. Section A.6.7.2 provides guidance on selection of fit condition and when it is appropriate to consider locked-in force effects. For additional background information, refer to [https://onlinepubs.trb.org/onlinepubs/nchrp/docs/NCHRP20-07(355)_FR-Appendices.pdf NCHRP Project 20-07/Task 355].</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position. Section A.6.7.2 provides guidance on selection of fit condition and when it is appropriate to consider locked-in force effects. For additional background information, refer to [https://onlinepubs.trb.org/onlinepubs/nchrp/docs/NCHRP20-07(355)_FR-Appendices.pdf NCHRP Project 20-07/Task 355].</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 <del style="font-weight: bold; text-decoration: none;">''</del>Erection Submittal Requirements for Contractor’s Engineer<del style="font-weight: bold; text-decoration: none;">'' =</del>===</div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 Erection Submittal Requirements for Contractor’s Engineer===</div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The bridge designer shall anticipate the erection submittal requirements of the Contractor as stipulated in the Standard Specifications, and supplement the requirements with Special Provisions, as recommended in the Manual and/or as required for the project.</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>The bridge designer shall anticipate the erection submittal requirements of the Contractor as stipulated in the Standard Specifications, and supplement the requirements with Special Provisions, as recommended in the Manual and/or as required for the project.</div></td></tr>
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Jtice
https://bridgedesignmanual.deldot.gov/index.php?title=106_-_Final_Design_Consideration_-_Superstructure&diff=1840&oldid=prev
Jtice: Updated fit condition guidance for cross-frames.
2022-10-11T18:50:51Z
<p>Updated fit condition guidance for cross-frames.</p>
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<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">← Older revision</td>
<td colspan="2" style="background-color: #fff; color: #202122; text-align: center;">Revision as of 14:50, 11 October 2022</td>
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<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>=====106.8.9.1.3 Cross-Frame Detailing Methods=====</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>=====106.8.9.1.3 Cross-Frame Detailing Methods=====</div></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">The </del>designer is responsible for specifying the dead load condition at which the girder webs are approximately plumb from one of the following conditions: </div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">For curved and/or skewed bridges meeting conditions specified in Section A6.7.2, the </ins>designer is responsible for specifying the dead load condition at which the girder webs are approximately plumb from one of the following conditions: </div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">* No-load fit (NLF) </ins></div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">* Steel dead load fit (SDLF) </ins></div></td></tr>
<tr><td colspan="2" class="diff-side-deleted"></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div><ins style="font-weight: bold; text-decoration: none;">* Total dead load fit (TDLF) </ins></div></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">#No-load fit (NLF)</del></div></td><td class="diff-marker" data-marker="+"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #a3d3ff; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position. <ins style="font-weight: bold; text-decoration: none;">Section A</ins>.<ins style="font-weight: bold; text-decoration: none;">6</ins>.<ins style="font-weight: bold; text-decoration: none;">7</ins>.<ins style="font-weight: bold; text-decoration: none;">2 provides guidance on selection </ins>of fit <ins style="font-weight: bold; text-decoration: none;">condition </ins>and <ins style="font-weight: bold; text-decoration: none;">when it </ins>is <ins style="font-weight: bold; text-decoration: none;">appropriate </ins>to <ins style="font-weight: bold; text-decoration: none;">consider locked</ins>-<ins style="font-weight: bold; text-decoration: none;">in force effects</ins>. For <ins style="font-weight: bold; text-decoration: none;">additional background information</ins>, <ins style="font-weight: bold; text-decoration: none;">refer </ins>to [https://<ins style="font-weight: bold; text-decoration: none;">onlinepubs</ins>.<ins style="font-weight: bold; text-decoration: none;">trb</ins>.<ins style="font-weight: bold; text-decoration: none;">org</ins>/<ins style="font-weight: bold; text-decoration: none;">onlinepubs</ins>/<ins style="font-weight: bold; text-decoration: none;">nchrp</ins>/<ins style="font-weight: bold; text-decoration: none;">docs</ins>/<ins style="font-weight: bold; text-decoration: none;">NCHRP20</ins>-<ins style="font-weight: bold; text-decoration: none;">07(355)_FR</ins>-<ins style="font-weight: bold; text-decoration: none;">Appendices</ins>.<ins style="font-weight: bold; text-decoration: none;">pdf NCHRP Project 20</ins>-<ins style="font-weight: bold; text-decoration: none;">07/Task 355]</ins>.</div></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">#Steel dead load fit (SDLF)</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"># Total dead load fit (TDLF)</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div> </div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div>The condition specified will determine the initial lack-of-fit, effort to connect the cross-frames to the girders, and resulting locked-in stresses in the final position.</div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div> </div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">As a general rule, the following selections for I-girder bridges may be considered initially by the designer:</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div> </div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">#Straight, skewed, all spans, <math>I_s < 0</del>.<del style="font-weight: bold; text-decoration: none;">30</math>: use TDLF</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">#Straight, skewed, spans < 200 feet, <math>I_s > 0</del>.<del style="font-weight: bold; text-decoration: none;">30</math>: use TDLF</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"># Straight, skewed, spans ≥ 200 feet, <math>I_s > 0</del>.<del style="font-weight: bold; text-decoration: none;">30</math>: use SDLF*</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">#Curved, radial bridges, all spans: use SDLF**</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">#Curved, skewed, spans < 200 feet: use SDLF***</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">#Curved, skewed, spans ≥ 200 feet: use SDLF</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div> </div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"><nowiki>*</nowiki> For straight, skewed spans greater than 200 feet, TDLF may be considered as an improved alternate if cross-frame fit-up during steel erection is not anticipated to be excessively difficult. Determining difficulty </del>of <del style="font-weight: bold; text-decoration: none;">cross-frame </del>fit<del style="font-weight: bold; text-decoration: none;">-up shall be based on consultation with steel erectors during design, taking into account differential deflection of girders (creating the need to rotate the girders out-of-plane to connect the cross-frames) at the time of erection.</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div> </div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"><nowiki>**</nowiki> On curved, radial bridges where mid-span girder layover is not anticipated to be excessive, </del>and <del style="font-weight: bold; text-decoration: none;">therefore cross-frame fit-up during erection </del>is <del style="font-weight: bold; text-decoration: none;">not anticipated </del>to <del style="font-weight: bold; text-decoration: none;">be difficult, NLF may be considered as an alternative to SDLF as a means to minimize cross</del>-<del style="font-weight: bold; text-decoration: none;">frame forces</del>.</div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div> </div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;"><nowiki>***</nowiki> </del>For <del style="font-weight: bold; text-decoration: none;">minor curvature and sharp skews (<math>I_s > 0.30</math>)</del>, <del style="font-weight: bold; text-decoration: none;">TDLF may be considered an improvement over SDLF.</del></div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div> </div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker" data-marker="−"></td><td style="color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #ffe49c; vertical-align: top; white-space: pre-wrap;"><div><del style="font-weight: bold; text-decoration: none;">Refer </del>to [https://<del style="font-weight: bold; text-decoration: none;">www</del>.<del style="font-weight: bold; text-decoration: none;">nap</del>.<del style="font-weight: bold; text-decoration: none;">edu</del>/<del style="font-weight: bold; text-decoration: none;">read</del>/<del style="font-weight: bold; text-decoration: none;">22729</del>/<del style="font-weight: bold; text-decoration: none;">chapter</del>/<del style="font-weight: bold; text-decoration: none;">1 NCHRP Report 725] for the description of the above load conditions, cross</del>-<del style="font-weight: bold; text-decoration: none;">frame fit, design considerations and recommendations regarding which load condition to specify for various structural configurations and structural behavior. For significantly skewed and horizontally curved superstructures, a table similar to the table of dead-load deflections shall also be provided for predicted out-of</del>-<del style="font-weight: bold; text-decoration: none;">plane girder rotations</del>. <del style="font-weight: bold; text-decoration: none;">The out</del>-<del style="font-weight: bold; text-decoration: none;">of-plane rotations for self-weight, non-composite dead loads and composite dead loads shall be provided at span 10th points</del>.</div></td><td colspan="2" class="diff-side-added"></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><br/></td></tr>
<tr><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 ''Erection Submittal Requirements for Contractor’s Engineer'' ====</div></td><td class="diff-marker"></td><td style="background-color: #f8f9fa; color: #202122; font-size: 88%; border-style: solid; border-width: 1px 1px 1px 4px; border-radius: 0.33em; border-color: #eaecf0; vertical-align: top; white-space: pre-wrap;"><div>====106.8.9.2 ''Erection Submittal Requirements for Contractor’s Engineer'' ====</div></td></tr>
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Jtice