2712 TAYLOR DR 2023-11-01 - Laserfiche WebLink

Mr. Sanjeev Sharma Z Realty Plus Plan Check Number: B2006-012, First Building Review August 28, 2020 Gravity System: 6. Wood Note 30(A) specifies minimum nailing requirements per IBC Table 2304.1.10.1. Details for the construction of built-up members should be provided, including but not limited beams, headers, stair stringers, and posts. See IBC Section 107.2.1. 7. The design for the stairways does not appear to be provided. Framing details should be included. Calculations substantiating the design of the stringers should be submitted for review. See IBC Sections 1603.1 and 1604.1. 8. The structural calculations for the gravity system are incomplete. It does not appear that all beams are evaluated. Design of the built-up posts is not included. Additional calculations substantiating the gravity framing should be submitted for review. See other comments below addressing combined gravity and seismic lading. See IBC Sections 1604.1 and 1604.2. Lateral System: 9. The wind lateral pressures are based on Exposure B. The building is located near open water and should be designed for Exposure C or D. The wind design should be revised. See IBC Section 1609.1 and ASCE 7-10 Section 26.7.3. 10. Wood Note 21 of the General Structural Notes on Sheet S3 indicates that the wood framing includes hem -fir material. The capacity of the shear walls should be reduced per Table 4.3A Footnote 3. See IBC Section 2306.1. 11. The structural calculations include wind and seismic shear calculations. However, the effective tributary areas and resulting shear loads to each wall line at each level are not clear. Additional documentation showing the load distribution to each wall and the resulting value should be provided for review. See IBC Sections 1604.4. 12. Continuing with the previous comment, overturning calculations should be provided for each individual wall section. It appears that multiple shear walls, particularly at the second story, require holdowns. Calculations substantiating the vertical reactions at the wall ends should be submitted for review. The calculations should consider the load combinations of ASCE 7-10 Section 12.4.2.3 Equations (7) and (8) including vertical effects per Section 12.4.2.2. Where holdowns are required, they should be continuous to the foundation or developed into the framing below. Discontinous holdowns should be designed using overstrength as discussed in the following comment below. See IBC Section 1604.1 and 2306.1, and AWC SDPWS-15 Section 4.3.6.4.2. 13. The building includes multiple shear walls that are not continuous to the foundation and are partially or completely supported by beams and posts. This is a Type 4 Vertical Structural Irregularity per ASCE 7-10 Table 12.3-2. The framing supporting the walls and the connections between the walls and framing, connections interconnecting the supporting framing, and connections to the foundations, should be designed including overstrength per Section 12.3.3.3. This includes most of the framing supporting shear walls at the Upper Floor. The load 3200 Cedar Street © 425.257.8810 everetteps@everettwa.gov Everett, WA 98201 425.257.8857 fax everettwa.gov/permits Page 4 of 5