5505 OCEAN AVE 2022-02-24 - Laserfiche WebLink

13. See revised marked -up plans, details, and calculations for the existing to new construction interface. 14. The cantilever deck is now laterally supported with cantilever steel columns and moment footings. A flexible diaphragm analysis is permitted under these conditions. 15. Per the previous note: torsional mid relative stiffness analysis is not required due to the revised flexible diaphragm conditions. 16. Revised lateral support includes segmented shear wall design; force transfer around opening design; and cantilever posts. See revised marked -up plans, details, and calculations. 17. Revised shear wall design includes a 0.93 reduction factor for HE See revised calculation package. 18. A marriage wallIs not;, specified between the new vtd existing structure. See Note#12. 19. Roof and floor diaphragm calculations considered for critical scenarios. See revised calculation package. 20. See detail 1/S4.0 for shear transfer at deck notch. 21. North exterior wall does not require ho.ldowns. See lateral calculations for justification. 22. Holdow.ns interfacing between framing are calculated using ASD load cases. Holdowns securing the framing to concrete are calculated using LRFD load cases with vertical seismic load effect and an overstrength factor. Retrofit holdown calculations are provided. An overstre.ngth reduction is applied due to the flexible diaphuagni conditions. 23..Existing sill plate to concrete connection shall be established using UR.FP foundation plates. See S3.0, "Sheanvall Note", Note#7. Miscellaneous: 24. Guards are a deferred submittal. Connection design to be provided by guard manufacturer. Please contact this office with any questions regarding this letter. Sincerely, Jasper Baarbe, E.I.T. Structural Design Associates 3006 Rucker Ave. Everett, WA 98201 Plu: 427-339-0293 Fax: 425-252-0916 sdaevc-I t.com Chris Covington, P.E.