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Page 2 of 2 <br /> Item 6: Per beam analysis,no uplift at HSS columns. Two 0.5-inch Diam. Bolted connection <br /> beam to post determined adequate by observation. Supplemental base plate detail added for <br /> clarity. Please clarify if something further requested. <br /> Item 7: On pages 47-48 of Woodworks Shearwalls analysis you will find drag strut calculations. <br /> Additionally, attached you will find supplemental requested representative member analysis, <br /> Item 8: Detail call out 10/S3.1 on sheet S4 was incorrect as you noted, and it has been revised to <br /> reflect detail 7/S2.0. <br /> Item 9: The load path continuity appears to have been identified in the original details provided <br /> so I interpret your question to be in regards to the engineered trusses and joists the floor and roof <br /> sheathings are connecting to. The truss and floor joist manufacturers will be informed of your <br /> request to confirm capacity. <br /> Lastly, the supplemental information and revised calculations for Items 1-9 are attached for <br /> submittal to the building department in response to their questions along with two sets of revised <br /> plans sheets S3, S4, S5, and S6 with revision two (2) clouding identifying updated items to the <br /> plan sheets. <br /> As always, should you or the building department need any further information feel free to let <br /> me know. <br /> Sincerely, <br /> Cody R. Hart, P.E. 0° o N."4114,- r <br /> cc: File <br /> V'fes'`: <br /> 46364 • <br /> 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 <br /> Sedro-Woolley,WA 98284 Cell: 360.982.0928 <br />