1400 W MARINE VIEW DR WATERFRONT PLACE APARTMENTS 2022-08-29

• •• Ms. Finsch Tiscareno Associates Plan Check Number: B1801-032, First Review March 13, 2018 Geotechnical 1, The "Soils and Foundations"section of the Structural General Notes on Sheet S001 states that a geotechnical report has been prepared for the project by GeoEngineers, dated March 15, 2017, The geotechnical report was not included with the submittal documents and should be submitted for review. See IBC Section 1803.6. 2. The foundation sections on Sheets S301 and S302 indicate that portions of the foundation require support by pile foundations. The geotechnical report should include recommendations for the piles, inducting but not limited to: effects of maximum imposed curvatures from earthquake ground motions and structure response on the piles, flexural length of piles,pile tip bearing capacity and skin friction resistance. The recommendations should specify the associated factors of safety. See IBC Sections 1803.5.5 and 1810.2.4, and ASCE 7-10 Section 12.13.5.1. Structural General: 1, The concrete schedule in the "Cast-in-Place Concrete"section of the Structural General Notes on Sheet S002 specifies concrete strengths less than 4,500 psi. The project appears to include concrete elements that are exposed to freeze-thaw cycles, and qualify as Class F2 concrete per ACI 318-14 Table 19.3.1.1. Per ACI 318-14 Table 19,3.2.1, the minimum concrete strengths for Class F2 concrete is 4,500 psi, The minimum concrete strengths on Sheet S002 should be revised as required, See IBC Section 1901.2, 2. The lap splice and development length schedule in Detail 12/S301 specifies requirements for a concrete strength of t'c =3,000 psi. The concrete schedule in the "Cast-in-Place Concrete " section of the Structural General Notes on Sheet S002 specifies additional concrete strengths. The schedule should be revised to provide requirements for all concrete strengths in the project, See IBC Sections 107.2.1 and 1901.5 Item 6. 3. The"Design Criteria and Loads" section of the Structural General Notes on Sheet S001 specifies a flat roof snow load of 25 psf. The roofs on Sheets S211a and S211b have slopes of less than 1/2:12. The WABO-SEAW White Paper"Snow Load Regulations and Engineering Practices"(August, 2000) recommends applying an additional 5 psf rain surcharge for roof slopes less than 1/2:12 in addition to the 25 psf snow load. The engineer-of-record should determine if this additional load should be included in the design. The design of structural framing subjected to increased loading should be reviewed and revised as needed. See IBC Sections 1603.1.3. 4. The terrace area between Grids S-7 and S-10 on Sheet S211b has been designed for live and and dead loads of 100 psf and 50 psf, respectively. See the structural calculations and the "Design Criteria and Loads"section of the Structural General Notes on Sheet S001. Partial Plan 1/L3.22, and Sections 5/L8.11 and 7/L8.14, indicate soil-filled planters that measure several feet wide and tall, and will exceed the design loads. The terrace framing should be designed a e2of11 CITY OF EVERETT • 3200 Cedar Street • Everett,WA 98201 • (425) 257-8810 • Fax(425) 257-8857