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t• {Mr., Ms.} First Last Name Company Plan Check Number: Number, First Review Month Day, Year 8. The Third Floor plan on Sheet S2.3 specifies Type B2 beams along the north sides of the units. The beams support the third story north wall and a portion of the third floor and roof. The beam does not appear to be supported by walls or posts per the Second Floor plan on Sheet S2.2 and the elevations on Sheets A3.2. The load path for the beam should be clarified. Note that the beam supports discontinuous shear walls. See additional comments below regarding this issue. See IBC Sections 1604.1 and 1604.4. 9. The structural drawings specify proprietary Simpson-brand wood framing hangers. For example, see the"Joist& Beam Schedule"on Sheets S2.2 through S2.4. The sizes of the hangers are not specified. The structural drawings should be revised to specify the require hanger sizes. See IBC Section 107.2.1. 10.The design for the 2x10 roof joists on Sheet S2.4 over the stairway area is provided on structural calculation page B-4. The dimensions and support conditions in the calculations are not consistent with the drawings. The joist spans 21 feet, exceeding the 15-foot span in the calculations, and includes overhangs at each end. It is noted that Sheet S2.3 includes walls supported by framing at the third story that may be intended to provide intermediate supporting of the roof joists. If this is the intended load path, the roof framing shall be revised to evaluate the intended conditions. See IBC Sections 1604.2 and 1604.4. 11. Continuing with the previous comment, if the stairway roof framing is partially-supported by interior walls, the Type "Jr joists and "B2" beams at the third floor on Sheet S2.3 shall be designed to support loads from the roof system in addition to loads at the third floor. Documentation for the design of this framing shall be submitted for review. See IBC Sections 1604.2 and 1604.4. 12.The third floor beam "B5"on calculation page B-13, and second floor beams"B2"and "B3"on calculation pages B-17 and B-19, respectively, support discontinuous shear walls. The following comments should be addressed: a) overturning The loads appear to be applied in a single direction. The loading conditions are not symmetric. Verify the loads have been reverse to evaluate reverse loading. See IBC Section 1604.4. b) It is not clear if the beams evaluate all load cases. For example, the third floor beam "B5" load schedule does not include roof snow and floor live loads. Verify that the beams include all applicable load combinations. See IBC Section 1605.3. c) It is not clear if the beams include all load values. For example, the third floor beam "B5" load schedule only appears to include a self-weight dead load. The weight of the roof, wall, and third floor framing does not appear to be included. The loads on the beams shall be verified. See IBC Section 1602.2. d) The seismic loads based on pages C-21 and C-24 appear higher than those in the beam calculations. Also, it appears that the"controlling tension loads"on pages C-21 and C-24 have been reduced by dead load resistance prior to applying the overstrength factor. Documentation verifying the seismic loads in the beam design should be submitted for review. See IBC Section 1613.1 and ASCE 7-10 Section 12.4.3.2. e) Continuing with the previous comment, the overturning loads for the second floor beam "B2"are not equal and opposite for Point 4 and Point 5. The 4.5-kip value for the Point 4 load is significantly below the 6.9-kip value per page C-24. Note that the loads on this Page 2 of 5 CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax (425) 257-885