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 5. Section 1.2.2 "Materials — Concrete" states that the design is based on light -weight concrete in the composite decks. The "Concrete", "Composite Floor System", and "Steel Composite Deck" sections of the General Notes on Sheet S-002 do not appear to specify light -weight concrete. The notes should be reviewed and revised as needed. See IBC Section 107.2.1. 6. Section 2.1 "Materials" of the structural calculations states that the design of the lateral system (i.e., concrete shear walls) is based on concrete strength of f'C=7,000 psi. The "Concrete" section of the General Notes on Sheet S-002 states a strength of 6,000 psi. The structural notes should be revised. See IBC Section 1901.5 Item 1. 7. Section 2.1 "Materials" of the structural calculations state that the reinforcing steel for the "ties" shall be ASTM A706 Grade 80. The "Reinforcing Steel" section of the General Notes on Sheet 5-002 specifies ASTM A615 Grade 60 reinforcement unless otherwise noted. The "Special Ductile Quality Reinforcing Steel" section specifies A706 reinforcement, but does not specify Grade 80. The concrete shear wall design on Sheets S-301 through S-311 does not appear to specify Grade 80 reinforcement. The reinforcement qualifying as "ties" should be clarified. The drawings should be revised to specify ASTM A706 Grade 80 reinforcement where required. See IBC Section 1901.5 Item 2. 8. The "Reinforcing Steel" section of the General Notes on Sheet S-002 states that welding of reinforcing bars is prohibited except where approved by the engineer. However, the drawings specify welding in multiple locations including connections between collectors and concrete shear walls. See Details 16/S-601 and 17/5-603 as examples. The note should be revised for consistency with the drawings. The note should require that all welded reinforcement be ASTM Grade A706 unless use of an alternate material is approved by the engineer. The note shall require a mill test report for reinforcing bars not complying with ASTM A706 to verity weldability. See IBC Section 1901.2 and ACI 318-14 Section 26.6.4.1(a). 9. Sheet 5-201 includes a 13'-6" dimension near Grid J/19.1 that appears intended to locate a footing and column at Grid H.6/19.1. However, the dimension does not align with the footing and column, and does not appear to correspond to any other structural elements. The dimension should be revised and revised as needed. See IBC Section 1603.1. 10. Detail 17/5-603 shows a drag connection with (3) #6 bars connecting to an embedded angle. The detail does not appear to specify a connection between the bars and angle. The detail should be reviewed and revised as needed. See IBC Section 107.2.1. 11. The locations of the braced frames in Partial Plan 14/S-251 appears to be incorrect. The frames appear intended to occur on grid lines per Partial Plan 19/S-251. In addition, the Section 15/5-321 reference appears mislocated. The plan should be revised. See IBC Section 1603.1. Page 3 of 11 CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 . Fax (425) 257-885