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Mr. McIlvain <br /> CRM Architects&Planners, Inc. <br /> Plan Check Number: B1805-010, Second Review <br /> December 4, 2018 <br /> 22. No additional comment. <br /> 23. No additional comment. <br /> 24. No additional comment. <br /> 25. No additional comment. <br /> 26.This comment has not been addressed. The calculation of the holdown forces is included in <br /> the shear wall design spreadsheets on pages 73 through 79. The following comments <br /> should be addressed: <br /> a. The holdown force includes the entire dead load in resistance. The force shall consider <br /> 0.6D per IBC Equation 16-15. <br /> b. The holdown force based on seismic loading shall be calculated per IBC Equation 16-16. <br /> The dead load component shall be further reduced considering vertical effects per ASCE <br /> 7-10 Sections 12.4.2.2 and 12.4.2.3 Equation 8. The earthquake component shall be <br /> increased per ACI 318-14 Section 17.2.3.4.3; see the following comment for additional <br /> information. See IBC Section 1604.10. <br /> c. The overturning moment is based on a height of 10 feet. The height to the roof <br /> diaphragm is 17 feet. The holdown forces shall be revised. <br /> d. The calculation of the overturning and resisting moments is not clear. Provide a sample <br /> calculation for one or more walls clarifying the design. <br /> See Structural Response letter <br /> 27.This comment has not been addressed. The shear wall holdown design should be <br /> performed for the earthquake loading. The earthquake component of the holdown forces <br /> exceeds 20% of the total uplift. The earthquake component shall be increased per the <br /> provisions of ACI 318-14 Section 17.2.3.4.3. In addition, the anchorage utilizies post- <br /> installed anchors and shall satisfy the provisions of Section 17.2.3.3. Revised calculations <br /> substantiating the holdown design should be submitted for review. See IBC Sections <br /> 1604.10 and 1901.2. <br /> See Structural Response letter <br /> 28. No additional comment. <br /> 29. No additional comment. <br /> 30. No additional comment. <br /> 31.This comment has not been completely addressed. Calculation page 80 indicates that <br /> Structural I sheathing is required. The diaphragm note on Sheet S-2.1 at Grid A/2.5 should <br /> be revised. See IBC Section 1603.1. <br /> See Structural Response letter <br /> O 3200 Cedar Street �.:/ 425.257.8800 everettpw@everettwa.gov <br /> Everett,WA 98201 425.257.8882 fax everettwa.gov <br />