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

Mr. Brad Rzechula Leading Edge Construction, LLC Plan Check Number: B1803-029, First Review May 4, 2018 design to resist the governing design lateral forces per ASCE 7-10. At the EOR's option, a proprietary system may used in the design; an ESR shall be submitted to substantiate the design. The documentation shall establish the response modification factor appropriate to the system per Section 12.2.1; themost stringent value shall be used for the entire building per Section 12.2.3.1. See IBC Sections 1604.1, 1604.4, 1609.1, and 1613.1. 25. 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. 26.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, 4.1.4, and 4.3.6.4.2. 27. Holdowns 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 holdown design including this criteria shall be submitted for review. IBC Section 1901.2. 28.The shear walls on Grid 3 are discontinuous to the foundation, resulting in a Type 4 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, 1604.4, and 1613.1. 29.The shear walls on Grid A.1 are discontinuous to the foundation, resulting in a Type 4 Horizontal Structural Irregularity per ASCE 7-10 Table 12.3-1. Furthermore, the walls are not consistent between the second and third stories per the plans on Sheets S-5.0 and S-6.0. All structural elements supporting the discontinuous walls at both levels shall be designed considering the over-strength factor per Section 12.3.3.3. Structural elements required to meet this loading criteria include but are not limited to: beams including bearing and mechanical shear connections, columns and posts, foundations, and connections between elements including those resisting uplift. Note that the connections per Detail 1/S-4.0 do not appear structural adequate to transfer the required uplift forces. 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, 1604.4, and 1613.1. Pa e7of CITY OF EVERETT• 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax(425) 257-8857