8417 EVERGREEN WAY 2022-05-23 - Laserfiche WebLink

S Mr. Mcllvain CRM Architects&Planners, Inc. Plan Check Number: B1805-010, First Review August 1, 2018 19.The project includes steel-framed canopies per Detail 7/S7.0. See IBC Sections 1604.1 and 1604.4. The following comments should be addressed: See structural response letter a. Additional detailing for the blocking at the wall studs shall be provided. The size of the blocking and the minimum edge distances for the bolts shall be specified. The attachment of the blocking to the 2x6 joists shall be specified. b. Details specifying the construction of the plate connections to the blocking shall be provided. c. Calculations for the design of the studs and headers supporting the canopy shall be provided for review. The design shall consider load combinations per IBC Equations 16-10, 16-12, and 16-13. The directions of wind and snow loading, both on the roof and wall surfaces, shall be aligned to create the maximum loading condition. The design shall consider moments due to opposing trust loads in the canopy connections. The design shall consider combined flexural-axial or biaxial bending as occurs for the supporting members. d. Calculations for the design of the canopy connections to the wood studs shall be submitted for review. Calculations shall include the plate connections, bolts, blocking, and connections to the wood framing. The calculations shall include concurrent shear and torsion due to eccentric loading. The calculations shall verify that the torsion does not result in splitting of the studs due to perpendicular-to-grain loading. Lateral System: 20.The seismic base shear is based on a building weight of 150 kips. This value appears to be less than the dead load of the structure. Documentation substantiating the building weight should be submitted for review. See IBC Section 1613.1 and ASCE 7-10 Section 12.7.2. The dead load shall include, but is not limited to, the following: See structural response letter a. Wall weight for full height of walls that are oriented parallel to the direction of loading. b. Mechanical equipment on the roof per Sheets S3.0 or A5.1; see other comments on these weights. See ASCE 7-10 Section 12.7.2 Item 3. c. Weights for non-structural systems. The weight for the mechanical ducts alone should be 4 psf per ASCE 7-10 Table C3-1. d. Estimated interior finishes. If finishes are not known, a worst-case estimate shall be considered (e.g., heavy soffit ceiling, etc.). e. Exterior wall finishes. Note that the walls are finished with heavy stone and plaster facades. f. Interior partition walls. See ASCE 7-10 Section 12.7.2 Item 2. g. Canopies. 21.The structural calculations state that the wind base shear controls and the lateral system has been designed using this loading. The nominal capacities for wood diaphragms and shear walls for seismic loading are less than those for wind loading per AWC SDPWS-15 Tables 4.2A and 4.3A. Per the previous comment, the seismic loads may increase. The lateral design should be reviewed and revised as needed. See IBC Sections 1604.10 and 2306.1. See structural response letter 22.The calculation of the wind base shear is unclear. The calculations appear to include the procedures from Sections 27.2 and 28.2. The wind notes on Sheet SO.0 state that procedure per IBC Section 1609.6 has been used; calculations for this procedure do not appear to be� Page 8 off CITY OF EVERETT• 3200 Cedar Street• Everett, WA 98201 • (425) 257-8810 • Fax(425) 25 - 5-7—