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• <br /> Mr. Art Skotdal <br /> Skotdal Real Estate <br /> Plan Check Number: B1906-031, First Building Review - Structural <br /> August 26, 2019 <br /> b. Continuing with the previous comment, the structural calculations indicate slab thicknesses <br /> varying from 11 to 20 inches with steps up to 6 inches. The design shall be revised as <br /> needed pending the determination of the correct slab thicknesses and step heights. <br /> c. The architectural and structural plans do not consistently show openings in the floor slab. <br /> Similarly, the structural calculations are not consistent with either the architectural or <br /> structural plans. The structural design shall be revised. <br /> d. The structural calculations include a 150 psf live load. The unreduced live load should be <br /> 200 psf based on five levels at 40 psf for each level. Documentation substantiating the <br /> value shall be submitted for review. <br /> e. The design shall include a snow load of 25 psf. See Section 01003 "Design Live Loads / <br /> Data"in the Structural Notes on sheet S1.01. <br /> f. The design shall consider the load combinations per ASCE 7-10 Section 12.4.2.3 including <br /> the vertical seismic load effects per Section 12.4.2.2. <br /> g. The PT-tendons on Sheet S2.08 do not include number and depths of the tendons. Note <br /> that the tendons are not shown consistently with the standards used on the other PT-slab <br /> plans. The plan shall be revised. <br /> h. Sheet S2.09 provides specifications for the mild reinforcement. It is anticipated that the <br /> reinforcement will be revised pending updates to the calculations based on comments <br /> above. Details for the steps in the slab should be included. Note that the column at Grid <br /> G/7 does not include references for the reinforcement. The plan shall be revised. <br /> 27.The Level 2 post-tensioned (PT) slab on Sheet S2.08 includes a cantilever balcony project from <br /> the slab edge at Grid B/3-6.4. See IBC Sections 107.2.1, 1603.1, 1604.1, and 1604.4. A <br /> canopy appears to be located below and supported by the balcony per Section 1/A-8.0. The <br /> following comments shall be addressed: <br /> a. The structural calculations for the PT slab appear to include three cantilever slab segments <br /> along the balcony area. These segments do not appear on Sheet S2.08. The intended <br /> construction of the slab and balconies shall be clarified. <br /> b. The loads on the slab segments shall be clarified. The balconies will induce vertical and <br /> torsional loads along the slab edge. If the slabs are intended for modeling purposes only, <br /> documentation demonstrating how the segments effectively represent the canopy loads <br /> shall be submitted for review. The design loads shall include tributary loading from the <br /> canopy. <br /> c. Continuing with the previous comment, if the segments are for modeling only, the canopies <br /> are expected to have discrete connection points inducing concentrated moments along the <br /> slab edge. Documentation shall be submitted substantiating that the slab edge can support <br /> this loading. <br /> d. The balcony shall be designed for the seismic net upward force equal to 20% of the dead <br /> load per ASCE 7-10 Section 12.4.4. <br /> 28.The wood framing plans on Sheets S2.11 through S2.14 specify continuous FB-5 at multiple <br /> locations, such as Grid H.2. See IBC Section 107.2.1 and 1603.1The following comments shall <br /> be addressed: <br /> a. The framing is not drawn as continuous. See Sheet S2.15 which appears to show the <br /> framing as intended. The framing shall be revised. <br /> 0 3200 Cedar Street © 425.257.8810 0 everetteps@everettwa.gov <br /> Everett,WA 98201 425.257.8857 fax everettwa.gov/permits <br /> C.:22.1e8of12 <br />