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tension strength for the discontinued HSS braces that are provided. For a 1/2" kerf plate, <br /> providing minimum width as well as the thickness would help establish a minimum area to <br /> transfer the tension loads rather than being controlled by geometry and construction fit-up. <br /> Please adjust detail as required. <br /> 15. Previous Comment: Please verify and provide calculations indicating that braces and <br /> columns satisfy criteria for highly ductile members and beams satisfy moderately ductile <br /> members per AISC 341-10 Sec F2.5a. <br /> New Comment: Please provide the compaction requirement for braced frame columns as <br /> it does not appear in the referenced pages. <br /> New Structural Comments: <br /> 18. On Details 4 & 5/S3.1, it appears that the fillet welds from braces to the gusset plates do <br /> not develop the expected tension load of the braces per the requirements F2.3 of the AISC <br /> 341-10. Also, please verify that your column design is also satisfying this previously <br /> mentioned requirement. <br /> If you have any questions, please email or call me at (425) 257-7287. Upon submittal of the <br /> drawings, your application will be given priority and plan reviews will recommence. All required <br /> submittals shall be sufficient detail and contain sufficient information to ensure that the proposed <br /> structure will be constructed in compliance with all adopted codes. <br /> Sincerely, <br /> James Bronder, PE <br /> Associate Engineer <br /> Plans Examiner <br /> ee2of2 <br /> CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax (425) 257-885 <br />