2601 SUMMIT AVE BLDG F 2024-01-08

Ms. Dawn Bushnaq Bushnaq Studio Architecture + Design Plan Check Number: B2109-083, First Building Review February 2, 2022 design loads should include vertical load effects per Section 12.4.2.2. Calculations substantiating the design should be submitted for review. Additional hold-downs to complete the vertical resistance load path to the foundation may be required. See IBC Sections 1604.1 and 1604.4. 12. The "General Contractor's Prior Review" portion of the Deferred Submittals section in the Structural General Notes on Sheet S101 includes design of the hold-downs. However, the structural plans, details, and Shear Wall Schedule on Sheet S410 specify the required hold- downs. See IBC Sections 107.2.1, 1604.1, 1613.1, and 1901.2. The following comments should be addressed: a. The hold-downs should be removed from the deferred submittals list. b. Calculations substantiating the hold-down design should be submitted for review. The anchorage loads at the concrete foundations should be determined per ACI 318-14 Section 17.2.3.4.3. If option (d) is used, the overstrength factor "Q" should be applied to the earthquake component, not the net uplift. c. Continuing with the previous comment, the load combinations should include the vertical seismic affects per ASCE 7-16 Section 12.4.2.2. The load should be additive to increase the required hold-down force. d. The Hold -Down Schedule on Sheet S411 should be revised to clarify if the capacities are allowable or factored values. 13. The diaphragm evaluation is provided on structural calculation pages WI-45 and WL-46. See IBC Sections 1604.1, 1604.4, 1613.1, and 2306.1. The following comments should be addressed: a. The evaluation does not include the Level 2 diaphragm. While similar to the Level 3 diaphragm, differences occur including but not limited to the opening at Grid D-F/10.5-11. An evaluation should be performed. See also the following comments. b. The building has Type 3 Horizonal and Type 4 Vertical structural irregularities per ASCE 7-16 Tables 12.3-1 and 12.3-2, respectively. The diaphragm and collector forces should be increased 25% per Section 12.3.3.4. c. The framing plans appear to indicate multiple collectors, though the evaluation only considers one location at each of the Level 3 and Roof diaphragms. Additional collectors appear to be required due to shears with insufficient diaphragm connection lengths or non - centric placement in the diaphragms, or both. Locations include but are not limited to Grid 5 at Levels 2 and 3, and Grids 5 and 9 at the Roof. Revised calculations substantiating the collector design should be submitted for review, and additional collectors provided where required. d. Continuing with the previous comment, the Level 2 and 3 diaphragms do not appear to have a complete load path in the area of Grid C-G/9-12. Much of this area lacks shear wall support, either through direct connection or collectors. Chord and collector continuity around openings and re-entrant corners does not appear to be provided. Additional chords and collectors should be provided. See IBC Section 1604.4. e. Diaphragm chords should be designed at all exterior re-entrant corners and interior opening corners. The chords should be developed in each orthogonal direction and on both sides of the corners. The chords and their connections should be design with amplified forces where required by ASCE 7-16 Chapter 12. AWC SDPWS-15 Sections 4.1.4 and 4.2.6. 3200 Cedar Street © 425.257.8810 O everetteps@everettwa.gov Everett, WA 98201 425.257.8857 fax everettwa.gov/permits Page 9 of 10