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• • <br /> s. <br /> • <br /> 11/18/2021 <br /> rk( Hodge Report # 210489A <br /> en ineerin inc. <br /> J g <br /> RE: 2207 Gibson Place Everett, WA <br /> Langus 3-Car Garage <br /> Plan Review 1 Engineering Response <br /> 2. Structural calculations were not included for the diaphragms and should be submitted <br /> for review. The diaphragm design should include collectors and drag struts where <br /> required, including increases per ASCE 7-16 Sections 12.3.3.4. See IBC Sections <br /> 1604.1 and 1613.1 <br /> The 3-car garage is slab on grade, so the diaphragm is limited to the roof diaphragm. <br /> The 4:12 pitch 36'x54' trussed roof is fully sheathed and nailed with 8d at 6" on center <br /> as is common for this type of construction. <br /> The lateral engineering was revised following item 5's "D" wind exposure. A drag strut <br /> for shearline B has been added. <br /> ' r. <br /> 3. 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. a. The diaphragm appears to lack a load path to the poral <br /> frame. A drag strut should be provided to transfer load to the portal frame. Plans should specify <br /> any drag load/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 into <br /> the diaphragm. The roof diaphragm should have sufficient shear capacity to transfer chord <br /> forces in addition to shear forces from lateral loads. See IBC Section 1613.1 and 2306.1, <br /> SDPWS Section 4.1.4, ASCE 7-16 Section 12.10.1 <br /> Grids 2-1, C-1 and 3-1 were not used as shear lines in the lateral analysis. Grid B-1 has been <br /> revised to add a drag strut connector (DSC5) and connect directly to the portal frame header <br /> R2. Drag load/collector load requirements have been added. <br /> The shear wall and diaphragm boundary elements to transfer the design tension and <br /> compression forces following SDPWS section 4.1.4are the H-1 truss connectors at 24"on center <br /> around the perimeter. The shear capacity of the unblocked roof diaphragm following SDPWS <br /> table 4.2C is adequate` the shear loads imposed. <br /> IhtIM�A[.. <br /> Hodge Engineering, Inc. <br /> John E.Hodge P.E. <br /> 3733 Rosedale St NW,Suite 200,Gig Harbor,WA 98335 <br /> (253)857-7055 <br />