8531 EVERGREEN WAY COMMUNITY HEALTH CENTER 2025-05-28

Ms. Janet Monda Architectural Werks, Inc. Plan Check Number: B2302-096, First Building Review March 23, 2023 Gravity System: 5. The structure includes large cantilever beams on Grids 4, 6, 7, 8, and 9 supporting the Second Floor and Roof levels. Additional calculations should be submitted demonstrating the global stability and back-spans load paths to the foundations. Loads should consider maximum loading on the cantilevers with minimal resistance on the back-spans (e.g., reduced dead loads, no non-dead loading, etc.). See IBC Sections 1604.4 and 1605.1. 6. Continuing with the previous comment, additional calculations substantiating the anchorage of the back-spans, including but not limited to the beam-column and column foundation connections, should be submitted for review. See IBC Sections 1604.1 and 1604.2. Lateral System: 7. The lateral system include collectors on Grids A, C, 2, and 5 transfer diaphragm forces to the shear walls. The drawings do not appear to include sufficient details on the connections between the collector elements and their attachments to the walls. Additional details should be provided. Calculations substantiating the design of the collectors and connections should be submitted for review. The structure has a Type 4 Vertical Irregularity per ASCE 7-16 Table 12.3-2; the collectors and connections should be designed per Section 12.3.3.4. The calculations should consider concurrent axial and flexural loading per the load combinations of IBC Section 1605. See IBC Sections 1603.1 and 1604.1. 8. The 7.5-foot long shear wall on Grid 8.3 has a tributary load of approximately 5.3 kips per Section L2 of the structural calculations. The wall is connected to the diaphragm on only one side. The diaphragm does not appear to have sufficient strength. Collectors designed per ASCE 7-16 Section 12.3.3.4 appear required to provide a load path for the east tributary areas. Additional calculations substantiating the design should be submitted for review. Additional framing and details should be included as needed. See IBC Sections 1603.1, 1604.1,1604.2, and 1604.4. 9. The Shear Wall Schedule on Sheet S301 specifies two types of sill plate anchors. The design is presumed to be based on the amendments to ACI 318-14 Section 17.2.3.5.2 per IBC Section 1905.1.8. The following comments should be addressed: a. The design loads for the anchor bolts appears to exceed the capacities per AWC NDS-18 Table 12E. Design capacities should be based on the value(s) for HemFir #2 per Sheet S000 and modified per Table 11.3.1. Calculations substantiating the capacities should be submitted for review. See IBC Section 2306.1. b. Calculations substantiating the capacities of the mudsill anchors should be submitted for review. It is presumed that the anchors will be substantiated by an ICC testing report or other approved testing agency. See IBC Sections 104.11 and 1604.1. 10. The shear wall on Grid 10 does not have a direct connection to the diaphragm. A collector designed per ASCE 7-16 Section 12.3.3.4 appears required to provide a load path. Additional calculations substantiating the design should be submitted for review. Additional framing and details should be included as needed. See IBC Sections 1603.1, 1604.1,1604.2, and 1604.4. 3200 Cedar Street © 425.257.8810 0everetteps@everettwa.gov Everett,WA 98201 425.257.8857 fax everettwa.gov/permits Page 5 of 7