3323 HOYT AVE C D 2020-06-17 - Laserfiche WebLink

14641-86-4- P. 9 - Continuing with the previous comment, the portal frame beams support both gravity and seismic loads. Calculations substantiating the design of the beams shall be submitted for review. The seismic loads shall include holdown forces at Grids A.5/1.5 and A.5/4.5 from the second story shearwalls. The holdown forces shall include overstrength per ASCE 7-10 Section 12.3.3.3. The design shall include the seismic load combinations per Section 12.4.3.2. See IBC Sections 1604.1, 1604.4, and 1613.1. Response: The portal frame supports lateral loading but not vertical loading. There is a girder joist supporting loads from above. See attached APA technical data and supplemental clarifications for requested portal frame engineering design capacity. .6.The wood shear walls appear to be missing holdowns at the ends of multiple walls on Sheets S-4.0, S-5.0, and S-6.0. Holdowns shall be provided connecting the boundary elements (i.e., studs at the wall ends) across floor framing and to the foundation at all wall ends. Calculations substantiating the design of the holdowns and boundary elements should be submitted for review. See IBC Sections 1604.1, 1604.8.1, 1604.10, 2304.10.6, and 2306.1, and NDS-15 SDPWS Sections 3.4, 4.L4, and 4.3.6.4.2. Response: Hold-downs have been provided at locations uplift is occurring. See prior as well as. attached hold-down and uplift tabulations included in woodworks analysis as well as Simpson strong-tie hold down information for the requested calculations clarifications and supplemental information. 27 Hold-downs connecting to the concrete foundation shall comply with the load requirements of ACI 318-14 Section 17.2.3.4. The design does not appear to consider this criteria. Calculations substantiating the hold-down design including this criteria shall be submitted for review. IBC Section 190L2. Response: See attached requested supplemental information (Email 5/31/18)from Simpson Strong-tie (Mr. Jim Benton P.E.) and ESR 2611. he s`ear was on Grid 3 are 5-is- discontinuous to the foundation, resulting in a Type 4 �h Horizontal Structural Irregularity per ASCE 7-10 Table 12.3-1. The first-story wood posts, wall-to-post connections, wall-to-beam connections, beam-to-post connections, post-to- foundation connections, and foundations on Grid 3/C-E shall be designed considering the over-strength factor per Section 12.3.3.3. The design shall include the seismic load combinations per Section 12.4.3.2. The design shall provide a complete load path to the foundation. See IBC Sections 1604.2, 1.604.4, and 1613.1. Response; See attached requested supplemental calculations per your request 817 Metcalf Street, Suite 207 Office: 360.855.2333 Ext. 207 Sedro-Woolley,WA 98284 Cell: 360.982.0928