8531 EVERGREEN WAY 2025-03-04 - Laserfiche WebLink

Project Name May 1, 2023 Page 6 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. Response: See Structural Plan Review Response Letter 10. Comment: 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. Response: See Structural Plan Review Response Letter 11. Comment: The building includes re-entrant corners at Grids C/8.4 and F2/5, constituting a Type 2 Horizontal Irregularity per ASCE 7-16 Table 12.3-1. The diaphragm chords should be developed into the diaphragms. The development length should be sufficient for the diaphragms to resist chord forces in addition to the diaphragm shear forces. The chord forces should be increased 25% per section 12.3.3.4. See IBC sections 1613.1 and 2306.1, and AWC SDPWS-15 section 4.1.4. Response: See Structural Plan Review Response Letter 12. Comment: The shear wall holdown design has not been provided in the structural calculations. The earthquake component of the uplift forces exceeds 20% of the total uplift (i.e., the earthquake force is 100% of uplift force). The earthquake component shall be increased per the provisions of ACI 318-14 section 17.2.3.4.3. Calculations substantiating the holdown design should be submitted for review. The design load shall be determined per ASCE 7-10 section 12.4.3.2 Equation 7 including the vertical seismic load effect per section 12.4.2.2. The seismic holdown forces shall be calculated even when wind controls the lateral design. See IBC sections 1604.10, 1613.1, and 1901.2. Miscellaneous: 13. Comment: The following comments should be addressed for the elevator system: a. The elevator design drawings should be included in the list of deferred on sheet S1.0C. See IBC section 107.3.4.1. b. The design loads for the elevator system, including impact loading, should be specified in the "Design Loads" section on sheet S1.0C. When actual design loads are not available, estimated design loads should be specified for the design, and verified when the elevator design drawings are submitted for review. See IBC sections 1603.1.8 and 1607.9.1. c. The building structure (i.e., elevator shaft and supporting floor framing) that supports components of the elevator system is included in the current submittal drawings. Calculations substantiating the design of the structure to support the elevator loads concurrently with other loads should be submitted for review. The calculations should include the evaluation of deflection limits per IBC section 1607.9.1. The design shall consider concurrent multi-directional loading as determined by the elevator manufacturer. See IBC sections 1604.2 and 1605. d. The connections between the elevator guide rails and the structural framing are typically the responsibility of the engineer-of-record for the building system. At a minimum, connection details between the rail bracket and structural framing are required. Calculations and details for the elevator connections to the structural framing should be submitted for review. The design shall consider concurrent multi-directional loading as determined by the elevator manufacturer. The required locations and maximum spacing for the connection points should be specified in the structural drawings. See IBC section 107.2.1 and 1604.4. Response: See Structural Plan Review Response Letter Cc: 4d