607 RIVERSIDE RD COMPASS CANTEEN VENDING 2021-02-24

• • ,. Ms. Jessica Bradley Nelson Worldwide Plan Check Number: B1909-009, First Building Review September 27, 2019 11. Details 3/A8.1 and 9/A8.1 specify connections of the interior non-bearing walls to the structural • roof framing to resist out-of-plane loading. The connections place a torsional load on the unbraced bottom surface of the framing. The framing shall be provided with stability bracing or shall be shown by analysis to be adequate to resist loading from the walls in addition to other concurrently loads. Walls loads on the framing shall be determined per IBC Section 1607.14. See IBC Sections 1603.1, 1604.1, and 1604. 12. Detail 5/A8.1 specifies 6-inch 10-gage ceiling joists where GWB ceilings are provided. See IBC Sections 107.2.1 and 1603.1. The following comments shall be addressed: a. The detail shall show or specify that the joists bear on the walls at each end and are provided with positive connections to the wall top tracks. b. The maximum joist spans shall be specified. Structural 1. Sheet S1.1 shows modifications to the existing concrete tilt-up wall panels that include cutting new openings in the panels. The panels are the vertical lateral force resisting system (LFRS) for the building and have been designed as Special Reinforced Concrete Shear Walls using a response modification factoe of R=5.0 (i.e., bearing wall system per ASCE 7-10 Table 12.2-1 Item A.1). The following comments shall be addressed: a. Calculations substantiating the performance of the modified lateral force resisting system, and in particular the modified wall panels, shall be submitted for review per IEBC Section 807.5. Note that construction for this building is currently being performed under Permit No. B1801-035. The 10% DCR limit and reduced seismic loads per the exception shall not apply. See IEBC Section 807.2, IBC Sections 1604.1, 1604.4, and 1901.2, and ACI 318-14 Sections 18.10 and 18.11. b. The modified wall panels shall not be considered as part of the LFRS if they do not satisfy the reinforcement requirements of ACI 318-14 Sections 18.10. Documentation substantiating compliance with this section shall be submitted for review. See IBC Section 1901.2. c. Continuing with the previous comment, modifications to the diaphragm system may be required if the modified walls are not adequate to perform as part of the LFRS. Calculations and details for diaphragm modifications shall be submitted for review as needed. See IEBC Section 807.2. 2. The HSS girls per Elevation 1/S1.1 appear to require three connections at the top and bottom per Section 2/S1.1, with the bottom connection located within 3-1/2 inches of the bottom panel edge. The structural calculations do not consider this edge distance. Revised calculations substantiating the design including all edge distances shall be submitted for review. See IBC Section 1604.1 and 1901.2, and ACI 318-14 Section 17.7. 3. The HSS gists per Elevation 1/S1.1 change to out-of-plane load path from uniform to concentrated loads between the wall panels and the supporting foundation and roof diaphragm. Revised connections shall be provided at the top and bottom of the panels to the supporting structure. The diaphragm connection shall be designed for forces per ASCE 7-10 Section O3200 Cedar Street 425.257.8810 0 everetteps@everettwa.gov Everett,WA 98201 425.257.8857 fax everettwa.gov/permits Page 4 of:!..)