905 94TH ST SE 2025-11-03 - Laserfiche WebLink

CUSTOM DESIGN & ENGINEERING, INC d h STRUCTURAL ENGINEERING 4. The number and spacing of the deck stair stringers in the Framing Plan on Sheet 52.1 is not clear. The joist spacing and spans should not exceed Table R3O2.3.1(2) considering a minimum 40 pat live load. Joists should be based on the net depth after notching for stairs. Additional sistered framing maybe required for strength and is recommended to control deflections, fasteners should be specified. See Sections R106. 1.1 and R301.1 The stair stringer Information has been clarified on the plans. Refer to the revised upper floor framing plan. In addition, new detail 8153.0 has additional connection information that is required. 5. The Upper Plan 27A2.2 includes a new window opening in the south exterior wall. A header, and king andjamb studs, should be specified. See Sections R1O6. 1.1 and R602.7 These headers have been called out on plan. Typical header is per 6/56.0. Supports per framing plan note 5. Please refer to revised drawings. 5. The Roof Framing Plan on Sheet 52.2 includes discontinuous shear walls supported by a beam at the new addition. Multiple shear walls appear to be discontinuous and transfer holdown loads through supporting beams. The beams are required to be designed for seismic loads including ovwstrength perASCE 7-16 Section 12.3.3.3. The design loads should include vertical load effects per Section 12.4.2.2. Calculations substantiating the design should be submitted for review. See IBC Sections 1604.1 and 1604.4. These headers have been called out on plan. Typical header is per 6186.0. Supports per framing plan note 5. Please refer to revised drawings. 7. Structural calculations for the shear wall holdown anchorage to the concrete foundations should be submitted for review. 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 should be increased per the provisions of ACI 318-14 Section 17.2.3.4.3. The design load should include the vertical seismic load effect per Section 12.4.2.2. See IBC Sections 1604.10, 1613. 1, and 1901.2. A calculation for the worse case seismic hold-down force (with omega amplification) to meet requirements of ACI 318.14 has been provided. Please refer to the revised calculations. The Epoxy hold-down bolt criteria listed on detail 81S3.0 is acceptable per this calculation. 6021 ROOSEVELT WAY NE, SEATTLE, WA 96115 PHONE (425) 268-5946 - CGENGR.COM