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Project Name <br /> May 1, 2023 <br /> Page 5 <br /> Response: See Structural Plan Review Response Letter <br /> 3. Comment: Continuing with the previous comment, the table of special inspections appears to be <br /> incomplete. The table should be revised by adding additional inspections for steel and wood <br /> construction. See IBC sections 1705.2 and 1705.12.2. <br /> Response: See Structural Plan Review Response Letter <br /> 4. Comment: The General Structural Notes should include requirements for steel construction. See IBC <br /> sections 107.2.1 and Chapter 22. <br /> Gravity System: <br /> 5. Comment: The structure includes large cantilever beams on Grids 4, 6, 7, 8, and 9 supporting the <br /> Second Floor and Roof levels. Additional calculations should be submitted demonstrating the global <br /> stability and back-spans load paths to the foundations. Loads should consider maximum loading on <br /> the cantilevers with minimal resistance on the back-spans (e.g., reduced dead loads, no non-dead <br /> loading, etc.). See IBC sections 1604.4 and 1605.1. <br /> Response: See Structural Plan Review Response Letter <br /> 6. Comment: Continuing with the previous comment, additional calculations substantiating the anchorage <br /> of the back-spans, including but not limited to the beam-column and column foundation connections, <br /> should be submitted for review. See IBC sections 1604.1 and 1604.2. <br /> Response: See Structural Plan Review Response Letter <br /> Lateral System: <br /> 7. Comment: The lateral system include collectors on Grids A, C, 2, and 5 transfer diaphragm forces to <br /> the shear walls. The drawings do not appear to include sufficient details on the connections between <br /> the collector elements and their attachments to the walls. Additional details should be provided. <br /> Calculations substantiating the design of the collectors and connections should be submitted for <br /> review. The structure has a Type 4 Vertical Irregularity per ASCE 7-16 Table 12.3-2; the collectors <br /> and connections should be designed per section 12.3.3.4. The calculations should consider concurrent <br /> axial and flexural loading per the load combinations of IBC section 1605. See IBC sections 1603.1 and <br /> 1604.1. <br /> Response: See Structural Plan Review Response Letter <br /> 8. Comment: The 7.5-foot long shear wall on Grid 8.3 has a tributary load of approximately 5.3 kips per <br /> section L2 of the structural calculations. The wall is connected to the diaphragm on only one side. <br /> The diaphragm does not appear to have sufficient strength. Collectors designed per ASCE 7-16 <br /> section 12.3.3.4 appear required to provide a load path for the east tributary areas. Additional <br /> calculations substantiating the design should be submitted for review. Additional framing and details <br /> should be included as needed. See IBC sections 1603.1, 1604.1,1604.2, and 1604.4. <br /> Response: See Structural Plan Review Response Letter <br /> 9. Comment: The Shear Wall Schedule on sheet S301 specifies two types of sill plate anchors. The <br /> design is presumed to be based on the amendments to ACI 318-14 section 17.2.3.5.2 per IBC section <br /> 1905.1.8. The following comments should be addressed: <br /> a. The design loads for the anchor bolts appears to exceed the capacities per AWC NDS-18 Table <br /> 12E. Design capacities should be based on the value(s) for HemFir #2 per sheet S000 and <br /> modified per Table 11.3.1. Calculations substantiating the capacities should be submitted for <br /> review. See IBC section 2306.1. <br /> ,- <br /> Cc: 4d 6—/-- - <br />