10721 19TH AVE SE 2023-04-07 - Laserfiche WebLink

{Mr., Ms.} First Last Name Company Plan Check Number: Number, First Review Month Day, Year 16.The structure includes 2-foot long wood shear walls at the first story on the south side per Sheets S2.1 and A2.1. The following comments should be addressed: a) Structural calculations page C-25 indicates the wall piers are 2.2-feet long. At least one pier in each bay is limited to 2 feet. The calculations should be revised considering the actual length. b) Continuing with the previous comment, the calculation of the holdown force is based on the gross wall length. The placement of the holdowns significantly reduces the moment arm and increased the required tension force, especially for the side with the (4)-stud boundary element per Detail 12/S4.2. The holdown force should be revised. 17.The orthogonal shear walls at the southwest corner of the structural appear to share a holdown per the foundation plan on Sheet S2.1. The holdown is positioned to provide direct resistance for the south wall. A detail should be provided for the corner condition substantiating the load path for the west wall to the holdown. See IBC Section 107.2.1. 18.The following comments should be addressed for the holdown requirements in Detail 10/S12: a) The straps in the wall-to-wall configuration do not include the 1 1/2-inch nailing offset before the "A"dimension. The detail should be revised. See IBC Section 104.11.2, or IBC Section 2306.1 and AWC NDS-15 Table 12.5.1A. b) The lower strap in the wall-to-header configuration does not clearly specify the"A" dimension and 1 '/2-inch offset. Revise the detail as needed to clarify the installation requirements. See IBC Section 107.2.1. 19. Structural calculation pages C-25 through C-27 indicate that the first story shear walls on the north elevation consist of three piers at each unit. The foundation plan should provide a holdown at each end of each wall. See IBC Sections 1604.1, 1604.8.1, 1604.10, and 2306.1, and NDS-15 SDPWS Sections 3.4, 4.1.4, and 4.3.6.4.2. 20.The structural calculations do not appear to include the design of the diaphragms. Calculations substantiating the diaphragm design shall be submitted for review. See IBC Sections 1604.1, 1613, and 2306.1. The design shall consider the following: a) Note 3 on Sheets S2.2 through S2.4 states that the sheathing is oriented perpendicular to the supporting framing. The plans includes areas where the framing is oriented in two directions. The design shall consider the limiting capacity resulting from the sheathing oriented both perpendicular and parallel to the framing. See the configuration cases in AWC SDPWS-15 Table 4.2A. b) The structure has a Type 4 Horizontal Structural Irregularity and Type 4 Vertical Structural Irregularity per ASCE 7-10 Tables 12.3-1 and 12.3-2, respectively. The loads in the diaphragms shall be increased by 25% per ASCE 7-10 Section 12.3.3.4 Item 1. c) Collectors shall be provided where required. The loads in the diaphragms shall be increased by 25% per ASCE 7-10 Section 12.3.3.4 Item 1. 21.The shearwall holdown design has not been provided in the structural calculations. The earthquake component of the holdown forces exceeds 20% of the total uplift. 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. See IBC Section 1901.2. Page 4 of 5 CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax (425) 257-8: