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0 0 E <br /> Mike Palacios <br /> Plan Check Number: B2109-031, First Building Review <br /> November 4, 2021 <br /> General <br /> 1. The architectural drawings appear to provide structural information that duplicates and may <br /> conflict with the structural drawings. The architectural drawings should be updated to remove <br /> duplicate structural information or include a note on the plans to state that the more stringent <br /> structural requirements apply where discrepancies occur. See Section R106.1.1. <br /> Structural <br /> he construction drawings should include a wood framing fastener schedule. Refer to IRC Table <br /> R602.3 (1) and list applicable connections on the drawings. Fasteners, including nuts and <br /> washers, and connectors in contact with preservative-treated wood and fire-retardant-treated <br /> wood shall be in accordance with Section R317.3. References to this table do not satisfy this <br /> requirement. <br /> Structural calculations were not included for the diaphragms and should be submitted for <br /> review. The diaphragm design should include collectors and drag struts where required, <br /> including increases per ASCE 7-16 Sections 12.3.3.4. See IBC Sections 1604.1 and 1613.1 <br /> 73:,The plans show a re-entrant corner at Grid B-1/2-1 and Grid C-1/3-1 is a Type 2 Horizontal <br /> • Irregularity per ASCE 7-16 Table 12.3-1(2). See IBC Sections 1604.1 and 1613.1. The following <br /> comments should be addressed: <br /> a. The diaphragm appears to lack a load path to the poral frame. A drag strut should be <br /> provided to transfer load to the portal frame. Plans should specify any drag load/ <br /> collector load requirements. R106.1.1, R802.10, and IBC 2303.4.1.1 (6) <br /> b. The diaphragm requires a chord to be developed on either side of the re-entrant corner <br /> into the diaphragm. The roof diaphragm should have sufficient shear capacity to transfer <br /> chord forces in addition to shear forces from lateral loads. See IBC Section 1613.1 and <br /> 2306.1, SDPWS Section 4.1.4, ASCE 7-16 Section 12.10.1 <br /> 4. See overturning values of Page 9 of the structural calculations. It appears that uplift forces <br /> occur at multiple shear wall end locations. Hold downs should be provided to resist uplift forces <br /> caused by overturning effects by lateral forces, see IBC 1604.4 and 2018 SDPWS 4.3.6.4.4. <br /> The"Site Criteria"on Sheet S1 and calculations specifies a wind exposure factor of"B". The <br /> project site is located adjacent to open water. The design should be revised to exposure"D". <br /> Revised calculations substantiating the design should be submitted for review as needed. See <br /> IBC Section 1609.1 and ASCE 7-16 Sections 26.7.2 and 26.7.3. <br /> Wind speed (Gust) should be updated to 85 mph per EMC Section 16.01.010(J). This results in <br /> an ultimate design wind speed of 110 mph per Table R301.2.1.3. Plans and calculations should <br /> be updated. <br /> 7�. See Sheet S3. It appears that the minimum required brace length is not met for the braced wall <br /> line with the double portal frame, Grid Line B-1. See Table R602.10.3(1) for minimum total <br /> length of braced wall panels based on a wind speed of 110 mph. A minimum required braced <br /> wall length for a 1 story structure with a braced wall method of CS-PF equals 4.5 feet. After <br /> O3200 Cedar Street © 425.257.8810 O everetteps@everettwa.gov <br /> Everett,WA 98201 425.257.8857 fax everettwa.gov/permits <br /> Page 2 of 3 <br />