6801 SEAWAY BLVD 2025-09-19 - Laserfiche WebLink

James Bronder PE,SE,Reviewer—Permit Services RE:Plan Check,NO:B2203-043-7007 Seaway Blvd—Correction Notice#[...] j July 28,2022 Page . ' t , . The ductgleelement intended to yield is the steel plate in the connection between panels shown on detail 6/54 1. The connection has been revised to reduce the plate thickness to ensure yielding at i ;_ ti ::.design loads.The welded headed studs and other non yielding elements of the connection have 4eenn designed to 1.5*Sy.See revised detail 6/54.1, revised Grid N wall elevation on sheet 3.2,and supplemental calculation package pages 9 thru 14. 3. The steel brace frames are identified as Special Steel Concentrically Braced Frames.On the permit calculations, it appears that the sizing of the system was performed utilizing the load combinations of IBC 1605. However,AISC 341-16 Sec F2.3 also requires validating that the system is capable of withstanding the capacity-based design provisions. Please indicate on the calculations where this analysis was performed or provide additional calculations verifying that the proposed system meets these requirements.AISC 341-16 Sec F2.3. The braced frame elements have been designed to meet the required of AISC 341-16 Sec F2.3. Base plates,gusset plates, and columns have been designed to withstand the full expected capacity of the braces.See calculation package dated March 1,2022,sheets 73 thru 75 for gusset plate calculations.See supplemental calculation package sheets 15 thru 26 for column and base plate design. 4. Please provide design calculations for the required drag strut members and strut connections indicated on plan Sheet S2.1a/b and detail 6/S5.1 as these appear to be missing from the permit calculation package. It is unclear from the RISA model provided on page 68 of the permit calculations whether the overstrength factor is captured in the Basic Load Case or is overstrength factor need to be amplified in the Load Combination as the Om*EQ load combination only appears to use a factor of 1.0. Please clarify. Calculations have been provided,see supplemental calculation package pages 27 thru 63. 5. Verify braced framed sliding capacity per phone call on July 26,2022. Per the phone call on July 26,2022 with Travis Michaud from our office, the sliding capacity of the foundation at the braced frames on grid F.9&G.1.has been checked.As discussed, the grade beam provided some passive and sliding resistance. The grade beam transfers some shear to the slab-on-grade thru shear transfer of hooked#4 bars at 24"o.c.See supplemental calculation page 64. * * * * * Please feel free to call me at 206-957-3900 if you have any questions regarding our responses. Sincerely, Quantum Consulting Engineers, LL 741/' Jo iley, P.E.,S.E. Principal QUANTUM CONSULTING ENGINEERS-1511 THIRD AVENUE SUITE 323-SEATTLE WASHINGTON 98101 IT 206.957.3900 www.quantumce.corn