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View Ridge Community Church Plan Check Number: B1803-040, First Review May 25, 2018 c. The calculations shall substantiate the design of the collectors in Details CS1, CS2, and STC. d. The Main Floor diaphragm does not appear to include a collector on Wall Line A per Sheet S-4. Verify if a collector is required at this location. 23.The first story in the east-west direction must support soil pressures from the east retaining wall, including seismic surcharge, in addition to the seismically-induced forces from self-weight and the addition. Calculations for the increased base shear and the capacity of the lateral force resisting system should be submitted for review. See IBC Sections 1604.1, 1605.2, and 1610.1. 24.The Main Floor diaphragm on Sheet S-4 is connected to an existing concrete frame along Wall Line 3/A-C using a wood ledger per Detail "FL". The existing diaphragm is also bounded by concrete walls on the three other sides, resulting in the addition diaphragm anchoring to a relatively stiff system. The inter-diaphragm connection may induce cross-grain bending in the ledger. An out-of-plane connection should be provided between the addition and existing building. See IBC Sections 1613.1, 1613.5.1, and 2306.1, ASCE 7-10 Sections 12.10.1.1 and 12.12.3, and AWC SDPWS-15 Section 4.1.5.1.1. 25.The framing in the area north of Wall Line A/3-4 on Sheet S-4 appears intended to be connected to the existing concrete wall. The addition is anchored to a relatively stiff system and should be provided with an out-of-plane connection to prevent loss of the vertical load path. Note that the framing appears to support the structure above per the North Elevation on Sheet 1-of-9 and should include the weight above in the seismic mass. See IBC Sections 1613.1, 1613.5.1, and 2306.1, ASCE 7-10 Sections 12.10.1.1 and 12.12.3, and AWC SDPWS-15 Section 4.1.5.1.1. 26.The shearwall holdown design is provided in the"Lateral Analysis— Holdown Summary"section of 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. In addition, the holdowns include post-installed anchors and shall satisfy the provisions of Section 17.2.3.3 post-installed anchors. Revised calculations substantiating the holdown design should be submitted for review. See IBC Section 1901.2. 27.The wood shear walls on Wall Lines 2, 4, and D (Sheet S-5) do not appear to include holdowns at the ends to provide overturning resistance. Holdowns shall be provided connecting the boundary elements (i.e., studs at the wall ends) across floor framing and to the foundation. Calculations substantiating the design of the holdowns and boundary elements should be submitted for review. Details for the interstory holddown connections, including discontinuous shearwalls supported by framing, should be included in the structural drawings. See IBC Sections 1604.1, 1604.8.1, 1604.10, 2304.10.6, and 2306.1, and NDS-15 SDPWS Sections 3.4, 4.1.4, and 4.3.6.4.2. See also IBC Section 1901.2, and ACI 318-14 Sections 17.2.3.4.3 and 17.2.3.3. 28. Multiple second-story walls on Wall Line 4 are discontinuous to the foundation and result in a Type 4 Vertical Structural Irregularity per ASCE 7-10 Table 12.3-2. See the West Elevation on Sheet 1-of-9. The structural elements supporting the wall ends (i.e., header, jamb, , Page 11 of 12 CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax(425) 257-8857