3810 RIVERFRONT BLVD BLDG B 2025-07-07

Mr. Eric Evans Shelter Holdings Plan Check Number: B1912-032, First Structural Review January 3, 2020 Note that most walls are oriented parallel to the floor joists and will therefore be concentrated on the joists in the proximity of the walls. See IBC Sections 1603.1, 1604.1, and 1604.4. 16. The structural calculations for the wood roof framing appear to only consider the dead and snow loads of 15 psf and 25 psf, respectively. The Roof Loading Diagrams on Sheets S4.5113 and S4.5213 specify additional superimposed dead loads for solar panels (15 psf), overframing (5 psf), and mechanical units (operating weights up to 2,151 Ibs per Sheets MB002 and MB003). These additional loads do not appear to be included in the roof weight estimate or the framing calculations. In addition, the framing plans do not appear to include additional or stronger framing in the areas where the superimposed loads occur. The design of the roof framing should be reviewed and revised as needed. Revised calculations substantiating the design of the framing should be submitted for review. See IBC Sections 1603.1, 1604.1, and 1604.4. 17. The roofing framing at Grid B.3-D.3/14.2-18.5 on Sheet S4.4213 is specified as multi -span Type 1-5, which the Joist Schedule identifies as 9 1/2 TJI 230 at 12-inch spacing. The representative calculation for the Type 1-5 joist appears to be "RI-5", which considers a single -span 11 7/8 TJI 110 at 24-inch spacing. The total joist loading appears to be 40 psf for both dead and snow loading, whereas the roof weight estimate appears to be 40 psf without snow. Revised structural calculations substantiating the roof framing should be submitted for review. The design should be revised as needed. See IBC Sections 1603.1, 1604.1, and 1604.4. Lateral System: 18. The geotechnical report by HWA Engineers, Inc., dated March 19, 2019, states in Section 4.2.1 that the project site soils are classified as Site Class F. It further states that the structural design may be performed using seismic design coefficients corresponding to Site Class D. The building must be shown to have a building period of 0.5 seconds or less in accordance with ASCE 7-10 Section 20.3.1. Calculations determining the fundamental building periods for each principal direction shall be submitted for review. Calculation of the building period per Section 12.8.2.1, as included in the FEM analysis in the structural calculations, shall not be used to satisfy this requirement. The piles are part of the lateral force resisting system and provide significant flexibility to the structure, and shall be considered in determining the building periods; the period analyses shall not be limited to the portion of the structure above the Level 1 slab. See IBC Section 1613.1. 19. The grade beam design in Detail 11/S6.04 appears to comply with the requirements of IBC Section 1810.3.12 and ACI 318-14 Sections 18.13.3.2. The grade beams provide rotational restraint for the piles that form part of the lateral force resisting system (LFRS) for the building, and therefore the grade beams are also part of the LRFS. The grade beams should be designed considering the criteria of ACI 318-14 Sections 18.13.3 and 18.6. Alternatively, the grade beams should be designed per IBC Section 1810.3.12 and ASCE 7-10 Section 12.4.3.2. 20. The wood shear wall calculations have been performed considering douglas-fir/larch (DFL) framing. Similarly, the shear wall schedule in Detail 6/S1.02 indicates DFL lumber. However, 3200 dar 0 Everett WAStreet98201 O 425.257.88577 fax O everett asgov/permitgov s Page 6 of 7