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Mr. Joe Duzan <br />Gant Nychay Architecture <br />Plan Check Number: B1809-002, First Review <br />October 9, 2018 <br />c. The beam appears intended to rely on the resisting weight on the backspan to stabilize the <br />cantilever. It is recommended that the stability of the back -span consider Equation 16-10 <br />with a 0.6-factor on the resisting weight, similar to Equation 16-16. <br />d. Continuing with the previous comment, the backspan end shall be provided with holdown <br />anchorage if uplift occurs. The anchorage shall be continuous and positively connected to <br />the foundation. <br />e. The studs and foundation providing bearing at the base of the cantilever will be subject to <br />a large, concentrated tension and compressive loads. Calculations substantiating the studs <br />and foundation shall be submitted for review. Uplift connections shall be provided as <br />required. <br />f. Section H/S2.1 provides a section through the cantilever beam. The beam appears to <br />support the truss ends per the plan. However, the trusses do not appear in the section. <br />Connections should be provided between the trusses and beam to provide a positive <br />connection and to resist wind uplift. See IBC Section 2306.1 and AWC SDPWS-15 Section <br />3.4. <br />Lateral System: <br />12. The roof edge includes a new parapet along Grids 1/C-E and E/1-2 per Sheet A2.2 and <br />Sections 2/A4.0 and 3/A4.0. The parapet shall be provided with a base connection to the roof <br />capable of resisting lateral wind loads. Calculations per ASCE 7-10 Chapter 30 shall be <br />submitted for review. See IBC Sections 1604.1 and 2306.1. <br />13. The shear wall holdown design has not been provided in the structural calculations. The <br />earthquake component of the holdown forces exceeds 20% of the total uplift. The earthquake <br />component shall be increased per the provisions of ACI 318-14 Section 17.2.3.4.3. In <br />addition, the anchorage utilizies post -installed anchors and shall satisfy the provisions of <br />Section 17.2.3.3. Calculations substantiating the holdown design should be submitted for <br />review. See IBC Sections 1604.10 and 1901.2. <br />This review has been performed for general compliance with the building codes as adopted and <br />amended by the state of Washington and the city of Everett. Corrections and comments made <br />during the review process do not relieve the project from compliance with code and permit <br />requirements. The designers -of -record are responsible for a complete design in accordance with <br />the laws of the state of Washington. <br />If you have any questions or require additional clarification, please contact us. <br />Respectfully, <br />Drew Martin, P.E., S.E. <br />Associate Engineer / Commercial Plans Examiner <br />(425)257-8813 <br />dmartin@everettwa.gov <br />S:\BMartin\2018\Bl8O9-002—RI.docx <br />Page 6 of 6 <br />CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax (425) 257-8857 <br />