2721 WETMORE AVE MARQUEE APARTMENTS 2023-06-28

i Mr. Art Skotdal Skotdal Real Estate Plan Check Number: B1906-031, Second Building Review - Structural October 18, 2019 13.This comment has not been addressed. The original comment addressed the design of the perimeter foundation walls. The response includes a single page in the supplemental calculations that is not adequate to substantiate the design. The design loads are not adequate based on the recommendations in the geotechnical report. See IBC Sections 1604.1, 1604.4, and 1605.2. Calculations substantiating the design shall be submitted for review. The following comments shall be addressed: a. The loading conditions around the building perimeter vary significantly in height and load sources. Calculations substantiating each individual condition shall be submitted for review. b. The walls are subject to combined axial and flexural loading. The calculations shall substantiate the concurrent loading on the walls. Documentation (i.e., P-M curves) shall be included in the calculations to substantiate the design. c. The active pressure is specified on Sheet S1.01 as 35 pcf. This value corresponds to an unrestrained wall condition. See Figure 3 of the geotechnical report. The design shall be based on a minimum value of 55 pcf for unrestrained walls. Note that this appears to be the value used in the supplemental structural calculations. The FOR shall verify. d. Continuing with the previous comment, the shoring system is temporary per the geotechnical report, and therefore the basement walls must be designed for full soil loads. Furthermore, Section 14 of the geotechnical report states that the basement walls should be designed with the same pressures used for the shoring systems. Figure 4 specifies the active soil pressures at deeper walls where two rows of tiebacks are provided. This criteria shall be specified and used for the design of the walls where recommended by the geotechnical engineer. The structural design may need to be revised. e. The design shall include seismic surcharge pressures. Per Section 14.0 of geotechnical report, a value of 11H should be used for the at-rest wall condition. Based on wall depths of at least 24 feet, the maximum seismic surcharge shall be at least 264 psf, which appears to exceed the surcharge value of 110 psf. f. Additional traffic and building surcharges shall be superimposed per the applicable load combinations with active and seismic surcharge pressures. See IBC Section 1610.1. Gravity System: 14.This comment has not been completely addressed. The original comment stated that calculations substantiating the design of the columns shall be submitted for review. Multiple columns have been rotated at the floor lines and provided with drop caps. Calculations substantiating the transfer of load for the reduced overlap of the column sections shall be submitted for review. See IBC Sections 1604.1 and 1604.4. 15.This comment has not been completely addressed. The original comment stated the drawings include redundant and unused information for the concrete columns. See IBC Sections 107.2.1, 1603.1, and 1901.5 Item 3. The following comments shall be addressed: a. Detail 4/S6.01 appears intended to due to revisions rotating columns at the Level L1 slab. The detail specifies the thickness per the plans, which does not appear to be specified. The required locations, plan dimensions, and thickness of the drop caps shall be specified in the plans where they are required. b. Detail 5/S6.01 does not appear to be used and should be removed. O3200 Cedar Street © 425.257.8810 O everetteps@everettwa.gov Everett,WA 98201 425.257.8857 fax everettwa.gov/permits CPage 5of 1