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| <p>Wall piers shall be analyzed according to the following procedure, which is diagrammed in Figure A1-2.</p> | |
| <ol> | |
| <li>For any pier, | |
| <ol> | |
| <li>The pier shear capacity shall be calculated as: | |
| <div class="equation"> | |
| <table style="border-collapse: collapse; border-width: 0px;" cellspacing="0" cellpadding="2"> | |
| <tbody> | |
| <tr> | |
| <td style="vertical-align: middle;"><em>V<sub>a</sub></em> = <em>v<sub>m</sub>A<sub>n</sub></em></td> | |
| <td style="text-align: right; vertical-align: middle;"><strong><span class="equation-title">(Equation A1-18)</span></strong></td> | |
| </tr> | |
| </tbody> | |
| </table> | |
| </div> | |
| <em>Wher</em>e <em>A<sub>n</sub></em>=area of net mortared or grouted section of a wall or wall pier</li> | |
| <li>The pier rocking shear capacity shall be calculated as: | |
| <div class="equation"> | |
| <table style="border-collapse: collapse; border-width: 0px;" cellspacing="0" cellpadding="2"> | |
| <tbody> | |
| <tr> | |
| <td><em>V<sub>r</sub></em>= 0.9<em>P<sub>D</sub>D/H</em></td> | |
| <td style="text-align: right;"><strong><span class="equation-title">(Equation A1-19)</span></strong></td> | |
| </tr> | |
| </tbody> | |
| </table> | |
| </div> | |
| </li> | |
| </ol> | |
| </li> | |
| <li>The wall piers at any level are acceptable if they comply with one of the following modes of behavior: | |
| <ol> | |
| <li>Rocking controlled mode. When the pier rocking shear capacity is less than the pier shear capacity, i.e., <em>V </em><sub>r</sub> < <em>V </em><sub>a</sub> for each pier in a level, forces in the wall at that level, <em>V </em><sub>wx</sub>, shall be distributed to each pier in proportion to <em>P </em><sub>D</sub><em>D/H</em>. | |
| <div>For the wall at that level:</div> | |
| <div class="equation"> | |
| <table style="border-collapse: collapse; border-width: 0px;" cellspacing="0" cellpadding="2"> | |
| <tbody> | |
| <tr> | |
| <td style="vertical-align: middle;">0.7V<sub>wx</sub>< ΣV<sub>r</sub></td> | |
| <td style="text-align: right; vertical-align: middle;"><strong><span class="equation-title">(Equation A1-20)</span></strong></td> | |
| </tr> | |
| </tbody> | |
| </table> | |
| </div> | |
| </li> | |
| <li>Shear controlled mode. Where the pier shear capacity is less than the pier rocking capacity, i.e., <em>V<sub>a</sub> < V<sub>r</sub></em> in at least one pier in a level, forces in the wall at the level, <em>V<sub>wx</sub></em>, shall be distributed to each pier in proportion to <em>D/H</em>. | |
| <div>For each pier at that level:</div> | |
| <div class="equation"> | |
| <table style="border-collapse: collapse; border-width: 0px;" cellspacing="0" cellpadding="2"> | |
| <tbody> | |
| <tr> | |
| <td><em>V<sub>p<</sub></em> <em>V<sub>a</sub></em></td> | |
| <td style="text-align: right;"><strong><span class="equation-title">(Equation A1-21)</span></strong></td> | |
| </tr> | |
| </tbody> | |
| </table> | |
| </div> | |
| <div>and</div> | |
| <div class="equation"> | |
| <table style="border-collapse: collapse; border-width: 0px;" cellspacing="0" cellpadding="2"> | |
| <tbody> | |
| <tr> | |
| <td style="vertical-align: middle;"><em>V<sub>p <</sub></em> <em>V<sub>r</sub></em></td> | |
| <td style="text-align: right; vertical-align: middle;"><strong><span class="equation-title">(Equation A1-22)</span></strong></td> | |
| </tr> | |
| </tbody> | |
| </table> | |
| </div> | |
| <div>If <em>V<sub>p</sub> < V<sub>a </sub></em>for each pier and<em> V<sub>p</sub> > V<sub>r</sub></em> for one or more piers, such piers shall be omitted from the analysis, and the procedure shall be repeated for the remaining piers, unless the wall is strengthened and reanalyzed.</div> | |
| </li> | |
| </ol> | |
| </li> | |
| <li>Masonry pier tension stress. Unreinforced masonry wall piers need not be analyzed for tension stress.</li> | |
| </ol> |
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| <p>Wall piers shall be analyzed according to the following procedure, which is diagrammed in Figure A1-2.</p><ol><li>For any pier,<ol><li>The pier shear capacity shall be calculated as:<div class="equation"><table cellspacing="0" cellpadding="2" style="border-collapse:collapse;border-width:0px;"><tbody><tr><td style="vertical-align:middle;"><em>V<sub>a</sub></em> = <em>v<sub>m</sub>A</em>/1.5</td><td style="text-align:right;vertical-align:middle;"><strong><span class="equation-title">(Equation A1-20)</span></strong></td></tr></tbody></table></div></li><li>The pier rocking shear capacity shall be calculated as:<div class="equation"><table cellspacing="0" cellpadding="2" style="border-collapse:collapse;border-width:0px;"><tbody><tr><td><em>V<sub>r</sub></em>= 0.9<em>P<sub>D</sub>D/H</em></td><td style="text-align:right;"><strong><span class="equation-title">(Equation A1-21)</span></strong></td></tr></tbody></table></div></li></ol></li><li>The wall piers at any level are acceptable if they comply with one of the following modes of behavior:<ol><li>Rocking controlled mode. When the pier rocking shear capacity is less than the pier shear capacity, i.e., <em>V </em><sub>r</sub> < <em>V </em><sub>a</sub> for each pier in a level, forces in the wall at that level, <em>V </em><sub>wx</sub>, shall be distributed to each pier in proportion to <em>P </em><sub>D</sub><em>D/H</em>.<div>For the wall at that level:</div><div class="equation"><table cellspacing="0" cellpadding="2" style="border-collapse:collapse;border-width:0px;"><tbody><tr><td style="vertical-align:middle;">0.7V<sub>wx</sub>< ΣV<sub>r</sub></td><td style="text-align:right;vertical-align:middle;"><strong><span class="equation-title">(Equation A1-22)</span></strong></td></tr></tbody></table></div></li><li>Shear controlled mode. Where the pier shear capacity is less than the pier rocking capacity, i.e., <em>V<sub>a</sub> < V<sub>r</sub></em> in at least one pier in a level, forces in the wall at the level, <em>V<sub>wx</sub></em>, shall be distributed to each pier in proportion to <em>D/H</em>.<div>For each pier at that level:</div><div class="equation"><table cellspacing="0" cellpadding="2" style="border-collapse:collapse;border-width:0px;"><tbody><tr><td><em>V<sub>p</sub></em>< <em>V<sub>a</sub></em></td><td style="text-align:right;"><strong><span class="equation-title">(Equation A1-23)</span></strong></td></tr></tbody></table></div><div>and</div><div class="equation"><table cellspacing="0" cellpadding="2" style="border-collapse:collapse;border-width:0px;"><tbody><tr><td style="vertical-align:middle;"><em>V<sub>p</sub></em>< <em>V<sub>r</sub></em></td><td style="text-align:right;vertical-align:middle;"><strong><span class="equation-title">(Equation A1-24)</span></strong></td></tr></tbody></table></div><div>If <em>V<sub>p</sub> < V<sub>a</sub></em>for each pier and<em> V<sub>p</sub> > V<sub>r</sub></em> for one or more piers, such piers shall be omitted from the analysis, and the procedure shall be repeated for the remaining piers, unless the wall is strengthened and reanalyzed.</div></li></ol></li><li>Masonry pier tension stress. Unreinforced masonry wall piers need not be analyzed for tension stress.</li></ol> |
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