3315 SEAWAY BLVD 2020-06-05 - Laserfiche WebLink

Ms. Nadia Azarova Craft Architects Plan Check Number: B1808-012, First Review October 1, 2018 the diaphragms should be performed to determine their deflections and verify if additional load will be attracted to the mezzanine level. See IBC Sections 1613.1 and ASCE 7-10 Section 12.7.3. 6. Sheet S2.1 specifies connection of the diaphragm to the concrete wall panels using 5/8" diameter threaded rods with a 5"embedment at 18"on-center. Calculations substantiating the connection should be submitted for review. Note that the connection forces have been calculated using ASD load combinations; LRFD-based loads shall be used to verify the anchorage design. See IBC Section 1901.2 and ACI 318-14 Section 17.4, 7. The diaphragm analysis on calculation page 5 is based on a diaphragm connection length to the shear walls of 37 feet. However, the wall length on Grid F.6 is only 20 feet long. The diaphragm design should be revised. Alternatively, the diaphragm should be provided with a collector. Calculations substantiating the design of the collector, including the connection to the shear wall, should be submitted for review. A detail for the collector connection should be included in the structural drawings. See IBC Sections 107.2.1, 1604.1, 1604.4, and 1613.1, and ASCe 7-10 Section 12.10.2.1. 8. Design uplift forces on the shear walls are calculated on pages 9 and 10. The shear wall holdown design has not been provided in the structural calculations. The earthquake component of the holdown forces exceeds 20% of the total uplift. The earthquake component shall be increased per the provisions of ACI 318-14 Section 17.2.3.4.3. Calculations substantiating the holdown design should be submitted for review. Note that the uplift forces have been calculated using ASD load combinations; LRFD-based loads shall be used to verify the anchorage design. See IBC Section 1901.2. Miscellaneous: 9. Sheet A5.6 shows plans and elevations for an elevator. The following comments should be addressed: a. The elevator design drawings should be included in the list of deferred submittals in the Structural General Notes. See IBC Section 107.3.4.1. b. The design loads for the elevator system, including impact loading, should be specified in the"Design Criteria and Loads"section of the Structural General Notes. At a minimum, estimated design loads should be specified for the design, and verified when the elevator design drawings are submitted for review. See IBC Sections 1603.1.8 and 1607.9.1. c. The building structure (i.e., elevator shaft and supporting floor framing) that supports components of the elevator system is included in the current submittal drawings. Calculations substantiating the design of the structure to support the elevator loads concurrently with other loads should be submitted for review. The calculations should include the evaluation of deflection limits per IBC Section 1607.9.1. The design shall consider concurrent multi-directional loading as determined by the elevator manufacturer. See IBC Sections 1604.2 and 1605. d. The connections between the elevator guide rails and the structural framing are typically the responsibility of the engineer-of-record for the building system. At a minimum, 'a•e4of5 CITY OF EVERETT• 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax(425) 257-8857