5505 OCEAN AVE 2022-02-24 - Laserfiche WebLink

Mr. Calvin Vander Veen Vander Veen Construction Plan Check Number: B1908-021, First Structural Review November 1, 2019 17. The shear wall design on structural calculation pages 14 through 16 appear to be based on the design capacities per AWC SDPWS-15 Table 4.3A. The listed capacities are based on panels fastened to douglas-fir-larch framing or better per Footnote 3. The "Dimensional Lumber" Note 2 in the General Notes on Sheet S-0 specifies wall framing as hem -fir. The shear wall capacities shall be reduced and the wall design revised as needed. See IBC Section 2307.1. 18. Detail 9/S-2 shows a section through the new shear wall between the new and existing structures. The shear wall will attract load from the existing structure and shall therefore be extended to the existing roof line. See IBC Sections 1603.1 and 1604.4. 19. The structural calculations do not include a design for the diaphragms. Calculations substantiating the diaphragm design shall be submitted for review. See IBC Sections 1604.1 and 2307.1, and AWC SDPWS-15 Section 4.2. 20. Section 6/S-2 shows a step in the floor sheathing, interrupting the load path between the sheathing and the shear wall. The detail shall be revised to complete the load path. Alternatively, calculations substantiating the load path shall be submitted for review. See IBC Sections 1604.1 and 1604.4. 21. The wood shear walls on the north exterior wall 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) to the foundation. Calculations substantiating the design of the holdowns and boundary elements shall be submitted for review. See IBC Sections 1604.1, 1604.8.1, 1604.10, and 2307.1, 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. 22. 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. In addition, the anchorage utilizies post -installed anchors and shall satisfy the provisions of Section 17.2.3.33. Calculations substantiating the holdown design shall 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. Due to the structure having non -flexible diaphragms, the overstrength factor "0" shall not be reduced by 1/2 per ASCE 7-10 Table 12.2-1 Footnote (g). The seismic holdown forces shall be calculated even when wind controls the lateral design. See IBC Sections 1604.10, 1613.1, and 1901.2. 23. The design for the shear wall sill plate anchor bolts has not been provided in the structural calculations. The earthquake component of the shear forces exceeds 20% of the total shear (i.e., the earthquake force is 100% of shear force). The earthquake component shall be increased per the provisions of ACI 318-14 Section 17.2.3.5.3. In addition, the anchorage utilizies post -installed anchors and shall satisfy the provisions of Section 17.2.3.3. Calculations substantiating the anchor bolt design shall be submitted for review. The design load shall be determined per ASCE 7-10 Section 12.4.3.2 Equation 7. Due to the structure having non - flexible diaphragms, the overstrength factor"n" shall not be reduced by 1/2 per ASCE 7-10 5 3200 Cedar Street 425.257.8810 everetteps@everettwa.gov Everett, WA 98201 425.257.8857 fax everettwa.gov/permi Page 5 of 6