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• I <br /> Mr. Art Skotdal <br /> Skotdal Real Estate <br /> Plan Check Number: B1906-031, First Building Review - Structural <br /> August 26, 2019 <br /> 17.The Typical Column Details 19/S6.01 and 14/S6.02 specify 4-inch tie spacing at the top and <br /> bottom of the columns. Based on a typical minimum column dimension of 12 inches, the tie <br /> spacing shall not 3 inches per ACI 318-14 Section 18.7.5.3(a). The details shall be revised. <br /> See IBC Section 1901.2 and ACI 318-14 Section 1814.3.3(c). <br /> 18.The floor plans on Sheets S2.09 and S2.11 through S2.14 show prefabricated metal balconies <br /> around the building perimeter. See IBC Sections 107.2.1, 1603.1, 1604.1, 1604.4, 1609.1, and <br /> 1613.1. The following comments shall be addressed: <br /> a. The sizes of the balconies on the east side of the building do not appear consistent with the <br /> architectural plans per Sheets A2.4 and A2.5. The balconies shall be revised as needed. <br /> b. The balconies are listed in the Deferred Submittals on Sheet S1.01. However, the building <br /> framing supporting the balconies is not deferred. Calculations substantiating the framing <br /> supporting the balconies shall be submitted for review. Details providing additional framing <br /> (e.g., wall blocking, etc.) shall be included for the attachment points of the balconies. <br /> c. Continuing with the previous comment, many of the balconies appear to cantilever from the <br /> structural floor framing, as shown in Section 1/A-8.0. The floor joists appear to act as <br /> backspans to counteract torsion in the supporting beam. The joists and connections shall <br /> be designed for the worst-case loading with and without concurrent interior floor live loads; <br /> the shortest backspans shall be considered. Similarly, the beam and connections supporting <br /> the backspans shall be designed for the uplift loading; the beam ends shall be anchored to <br /> the supporting vertical framing and show to have adequate vertical resistance. <br /> d. The supporting framing shall be designed for the maximum net upward force on the <br /> balconies from wind and seismic. Wind load shall be per ASCE 7-10 Chapter 30. Seismic <br /> load shall equal to 20% of the dead load per ASCE 7-10 Section 12.4.4. <br /> 19.The Level PO and P1 slabs have areas that are not clearly defined in the construction drawings, <br /> and do not appear to be substantiated in the structural calculations. The presence of the floor <br /> areas, construction of the floors (e.g., post-tensioned or mild reinforcement, non-concrete <br /> construction) and the supports for the areas cannot be clearly determined. See IBC Sections <br /> 107.2.1, 1603.1, and 1604.1. The following areas shall be addressed: <br /> a. Grid F-G/3/4 on Sheet S2.01. <br /> b. Grid F-G/4-5 on Sheet S2.01. <br /> c. Grid E-F.4/5-6.1 on Sheet S2.01. <br /> d. The area designated as an 8-inch concrete slab at Grid G-J/4-5 on Sheet S2.03. <br /> e. Grid F.6-G/4.7-5 on Sheet S2.03. Note that this area appears to be stairway per Partial Plan <br /> 5/A7.2. <br /> 20.The design of the Level P1 and 1 slabs have been performed considering uniformly planar <br /> elements through the entire slab areas. However, the slabs have stepping surfaces with <br /> interconnecting ramps. The slabs have tendons oriented perpendicular to slope changes in the <br /> slabs'surface. The high and low points in the tendon profiles do not coincide with the slope <br /> changes in multiple locations, potentially impacting the concrete cover and eccentricity of the <br /> tendons. Verify that the design has considered the impacts of the variably sloping surfaces on <br /> the design. See IBC Section 1604.2. <br /> O3200 Cedar Street © 425.257.8810 ;;; everetteps@everettwa.gov <br /> Everett,WA 98201 425.257.8857 fax everettwa.gov/permits <br /> ( age 6of12 <br />