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-SOUND <br /> ENGINEERING <br /> Freeland,WA 98249 C 1 A 1 _o �'(J1 r <br /> (360)331-3113(o) <br /> (360)331-7114(f) <br /> x-sound@whidbey.com <br /> MEMORANDUM /°mil <br /> cll <br /> TO: Jeff Heilman MAR 2 20ig <br /> FROM: Geoff Tapert,P.E. Co i <br /> DATE: 3/15/19 Per EVE <br /> Perm <br /> RE: Touhy Remodel —Response to 2/27/19 Letter Services <br /> Attached please see revised engineering calculations providing additional detail as <br /> requested. What appeared to be a simple remodel has become a bit more complicated. <br /> Item 2: <br /> The attached spreadsheets provide the input values in question,specifically Cs (Seismic <br /> Response Coefficient) and R Factor per ASCE 7-10 etc. <br /> Item 3: <br /> The additional information provided should sufficiently address IBC 1604.4,including <br /> connections,resisting elements,etc. <br /> Item 4: <br /> The additional information should address IBC 1604.4 and 107.2.1. Shear panels as <br /> designed require no input from the diaphragm for rigidity and therefore the diaphragm is <br /> prescriptive. <br /> Item 5: <br /> IBC 1705.12.2 is a bit confusing. It implies that special inspections are required for any <br /> project where "fastener spacing of the sheathing is more than 4 inches (102mm) on <br /> center". We have done hundreds of projects in Island and Snohomish Counties where 3" <br /> edge nailing was specified without special inspection. <br /> Item 6: <br /> We fail to see any reference to new railing posts. Typically this has been addressed with <br /> a standard detail from the designer. z r, r rec.* ..,..See pi o 't —aeg r , <br /> Item 7 fe otI <br /> Straps into the roof diaphragm are typically Simpson clips such as H2.5,A35 or H1's at <br /> each connection. Concealed hangers or beam pockets are proposed to meet the loading <br /> conditions. Holddowns are specified for the new shear walls. <br /> 0/// 5/ <br />