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there is actually one brick less above floodroof than diagram shows, making <br /> the stressed area less, hence the stress higher with same load, i.e., closer to <br /> the 3 psi range. It was further agreed, according to Paul Opie, that <br /> anchorage of the north and south short 24' walls to the roof and floor <br /> diaphragms is not required. <br /> Regardieg t6e rllowrble pullout valnes for the epory aochora: The usc <br /> of the epoxy anchors has been abandoned, and thiu-bolts used everywhere. <br /> A copy of the two calculation pages is included with this letter. Please note <br /> that pages 24 thru 27 of the calculation set are now considered void due to <br /> the re-analysis of the wall anchorage system. <br /> Also, please note new page 29 of the calculations, the addition of an <br /> additional alternative sheaz wall hold-down anchorage detail at the existing <br /> brick foundation wall that the contractor wants to use in lieu of the Iarger <br /> pours required. i actually like this detail better as it is cleaner and easier for <br /> them to install. <br /> Structurally speakiog, I would like to sprce the roof aod floor bolb at <br /> 4'-0" oe ceeter iosterd of t6e curreot value calculated. I believe thst <br /> t6is rnuld be accomplished if t6e plate siu was increased to an 8" <br /> square or 9" round X Y�" plate. Please consider this iostead of the <br /> tighter values. Thrnks. � <br /> If you have any questions or concems, please call, 'Thanks. � <br /> �p, <br /> � <br /> Sincerely, ,;;,�, �I�. :,, n°�F �� �~�'�° /3r, <br /> `"� ;';�'�y �c' <br /> ;`; �, �,�^ ��, ai ,a <br /> .., {, r y- 3 <br /> � � � � , w <br /> � <br /> Michael P. McCann, SE <br /> 1B31 1 <br /> i�: <br /> O�,`�{'.�,I_=TJiV,\`'�j <br /> .��\i. <br /> • '�,1'�U.1'�AI. l'.} <br /> l•. <br /> L���-..��� �I <br /> - -�-- °-- <br /> zi; l <br />