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• <br /> Ms. Finsch <br /> Tiscareno Associates <br /> Plan Check Number: B1801-032, First Review <br /> March 13, 2018 <br /> by deep foundation elements should be redesigned as pile caps. Revised calculations for the <br /> cap design should be submitted for review. Requirements for the foundation elements <br /> supported by deep foundation elements should be included in the Structural General Notes. <br /> See IBC Sections 1810.3.11 and 1901.2, and ACI 318-14 Sections 13.4.2. <br /> 13. Sheets S209a and S209b show steel HSS columns at Grids S-A/S-7 —S-8.3 and S-C/S-7— S-8 <br /> that appear to bear on an extension of the building slab or perimeter foundation. Section <br /> 9/S302 does not appear to specify the elevation, thickness, and reinforcement in the footing. <br /> A section and calculations for the column foundations should be included for review. See IBC <br /> Section 1603.1 and 1604.1. <br /> 14. Sheet S207a shows isolated column foundations on Grids S-1 and near S-A. Sheet S207b <br /> shows isolated column foundations near Grid S-D. The soils are Site Class E per the"Design <br /> Criteria and Loads"section of the Structural General Notes on Sheet S001. The foundations <br /> shall be provided with ties complying with ASCE 7-10 Section 12.13.6.2. See also IBC Section <br /> 1810.3.12 and ACI 318-14 Section 18.13.3. Calculations substantiating the ties shall be <br /> submitted for review. See IBC Section 1613.1. <br /> Gravity System: <br /> 15. Sheet S208a shows steel HSS columns and wide-flange beams near Grid S-1 supporting wood- <br /> framed construction above. The following comments should be addressed: <br /> a. Details for the connections between the steel and wood framing should be included in the <br /> drawings. See IBC Section 107.2.1. <br /> b. Calculations substantiating the design of the beam, columns, foundations, and connections <br /> should be submitted for review. See IBC Section 1604.1. <br /> c. The beams support discontinuous shear walls above, resulting in a Type 4 Horizontal <br /> Structural Irregularity per ASCE 7-10 Table12.3-1. The framing below the walls must <br /> comply with Section 12.3.3.3. See IBC Section 1613.1 <br /> d. The Level 2 diaphragm must be designed for additional shear forces. See IBC Sections <br /> 1604.4 and 1613.1, and ASCE 7-10 Section 12.1.3. <br /> 16. Sheet S208b shows steel HSS columns and wide-flange beams near Grid S-D/S.1-1 — S.1-2.2 <br /> supporting wood-framed construction above. The following comments should be addressed: <br /> a. Details for the connections between the steel and wood framing should be included in the <br /> drawings. See IBC Section 107.2.1. <br /> b. Calculations substantiating the design of the beam, columns, foundations, and connections <br /> should be submitted for review. See IBC Section 1604.1. <br /> c. There are multiple beams without a specified section, including two parallel cantilever <br /> beams and a set of dashed and solid beams. The beam sections should be specified. See <br /> IBC Section 1603.1. <br /> d. The W8 beam on Grid S.1-1.2 appears intended to cantilever over the HSS column and <br /> support the W8 beam on Grid S-D. However, the cantilever beam does not extend past the <br /> column. The beam should be reviewed and revised. <br /> e. The cantilevering W8 beams appear intended to backspan to the wall-line on Grid S-C.8. <br /> The structure does not appear to have adequate dead load above the backspan anchor <br /> point to resist upload loads. Anchorage to the foundation may be required. Calculations <br /> Pa•e 4 of 11 <br /> CITY OF EVERETT • 3200 Cedar Street • Everett,WA 98201 • (425) 257-8810 • Fax(425) 257-8857 <br />