3000 ROCKEFELLER AVE ADMIN BLDG WEST 2022-05-13

Mr. Mark Thunberg Snohomish County Property Management Plan Check Number: B1802-011, First Review (Structural) June 18, 2018 33. Section 2.8 of the structural calculations states that the addition reduces loads in the existing concrete shear walls. Sheets S-201 through 5-206 show new collectors on Grids 1/C-D and 24/C-D connected to the existing walls. The following comments should be addressed: a. Calculations substantiating the collectors and connections should be submitted for review. Note that it appears the collectors are required to provide a load path the shear walls on Grids 1/D-E and 24/D-E which lack a direct connection to the diaphragms, and therefore they are not voluntary. The collectors shall be design to the full provisions of the IBC per IEBC Sections 807.2 and 807.6 Item 3. b. The collectors and connections shall include the load increases per ASCE 7-10 Sections 12.3.3.4 and 12.10.2.1. See IBC Section 1613.1. c. Combined flexural and axial loading calculations on the existing beams used as the collectors shall be submitted for review. See IBC 2205.1 and AISC 360-10 Chapter H. 34. Continuing with the previous comment, Detail 2/S-601 shows the connection of the collector through the existing column. The following comments should be addressed: a. The connection appears to utilize the existing beam connection to the column. Calculations substantiating the beam connection to for combined axial and vertical loads, including the vertical seismic load of ASCE 7-10 Section 12.4.2.2, should be submitted for review. The connection should utilize a welded or slip -critical bolted connections to direct load through the beam instead of the floor slab. See IBC Sections 1604.1, 1604.4, and 1613.1. b. Calculations substantiating the welded connection of the plate to the column should be submitted for review. The calculation should include a check of the column base material. c. The column weldability and requirements for preheating should be verified per AWS D1.1- 10 Sections 3.5 and 4.8.4. d. The plate connection shows a two-sided fillet weld. It appears that only one side of the column will be chipped away. Clarify how the connection will be performed. See IBC Section 107.2.1. e. The connection appears to occur in the corner of the shear wall core where end zone reinforcement typically occurs. Clarify if reinforcement will be damaged. If reinforcement is damaged, indicate how it will be repaired. Comment on the impact of the destructive work to the performance of the concrete shear wall. Provide calculations as needed to substantiate the response. Miscellaneous: 35. The structural calculations do not appear to include a lateral design for the canopy roof shown in Plan 9/S-251. Calculations substantiating the lateral load path shall be submitted for review. See IBC Sections 1604.1, 1604.4, and 1613.1. 36. Elevations and details for the penthouse are provided on Sheet 5-321. The design is provided in Section 2.10 of the structural calculations. The design appears to be incomplete. The design should be reviewed and revised. See IEBC Section 807.5, and IBC Sections 1603.1 and 1604.1. Items to be reviewed include but are not limited to: a. Beam specifications are missing in Elevation 5/S-321. b. Detail 2/S-321 does not appear to match the conditions in Plan 19/5-251 and Elevation 5/S- 321. The section in the detail does not include a reference. Page 9 Ifi1 CITY OF EVERETT . 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax (425) 257-885