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• <br /> Mr. Art Skotdal <br /> Skotdal Real Estate <br /> Plan Check Number: B1906-031, Second Building Review -Structural <br /> October 18, 2019 <br /> 32. No additional comment. <br /> 33. No additional comment. <br /> 34. No additional comment. <br /> 35. No additional comment. <br /> Lateral System: <br /> 36. No additional comment. <br /> 37. No additional comment. <br /> 38. No additional comment. <br /> 39.This comment has not been completely addressed. The structural calculations for the design of <br /> the wood diaphragm have been submitted in response to the original comment. See IBC <br /> Sections 1604.1 and 1613.1. The following comments shall be addressed. <br /> a. The value used for the diaphragm shear is the story shear in the building, not the <br /> diaphragm force per ASCE 7-10 Section 12.10.1.1. The shall be verified using the correct <br /> forces and should consider both building directions. <br /> b. The typical sheathing Detail 8/S9.00 states to reference the plans for sheathing thickness <br /> and nailing per Note 4. This information does not appear to be provided. <br /> c. See the additional comments below regarding the rigid diaphragm analysis for the wood <br /> structure. <br /> 40.This comment has not been addressed. The response does not provide the requested <br /> information. The shear wall holdown design is provided in the wood shear wall portion of the <br /> structural calculations, and the resulting allowable stress design (ASD) level loads are provided <br /> in Detail 19/S1.30. The earthquake component of the uplift forces exceeds 20% of the total <br /> uplift (i.e., the earthquake force is 100% of uplift force). The earthquake component for <br /> connection of the holdowns to the Level 2 concrete slab shall be increased per the provisions of <br /> ACI 318-14 Section 17.2.3.4.3. Calculations substantiating the holdown design load for the <br /> attachment to the slab shall be submitted for review. The design load shall be determined per <br /> ASCE 7-10 Section 12.4.3.2 Equation 7 including the vertical seismic load effect per Section <br /> 12.4.2.2. The factored-level (LRFD) design loads shall be specified in Detail 19/S1.30. See IBC <br /> Sections 1604.10, 1613.1, and 1901.2. <br /> 41.This comment has not been completely addressed. The response appears to reference ACI <br /> 318-14 Section 17.2.3.5.2 Exception 1, as modified by IBC Section 1905.1.8. However, the <br /> structural drawings do not appear to include a shear wall schedule and details to verify that the <br /> sill plate anchor bolts comply with this section. A schedule and detail shall be provided to <br /> substantiate the design. The original comment is provided below for reference. <br /> 0 3200 Cedar Street © 425.257.8810 0 everetteps@everettwa.gov <br /> Everett,WA 98201 425.257.8857 fax everettwa.gov/permits <br /> Page 9 of 11 <br />