431 ALVERSON BLVD 2024-01-03 - Laserfiche WebLink

Janet R. Soriano Plan Check Number: B2108-011, First Building Review September 28, 2021 Structural 1. See Sheet 1 and 2. The second story deck appears to be out of the scope of the prescriptive method of the IRC. Deck beams are supported by the knee braces connected to posts within the wall. Structural calculations substantiating the design should be provided. See Detail 1/S- 5.0, it appears that a custom steel plate is specified. Provide all dimensions for the custom A36 steel plate. 2. See Sheet 2. Second level Floor beams appear to be out of the scope of the prescriptive method of the IRC. Floor beams with cantilevers supporting additional point loads are not permitted per the IRC span tables. Structural calculations substantiating the design should be provided per Section R301.1.3 or a revised design should be submitted. 3. See Sheet 1 and 2. It appears that the Floor framing on the second floor extends over the location of the stairs. See location of 13-foot long 4x10 Floor beam. Provide framing Information at the top of the stairs. (See Architectural Comment 10, the section cut should provide this information) 4. See Sheet 1 and 2. Plans should show how second story walls are supported. Specifically, the corner walls above the start of the stairway. Plans should provide a detail/information of how the scissor trusses in the Living Room extension are connected at the wall/beam above the stair location. S. Continuing from the previous comment, upper -level shear walls with hold downs are located at the corner of this location. Note that shear walls with hold down straps will connect to Floor joists or beams. Connecting elements supporting discontinuous walls or frames should be designed including an overstrength factor. Calculations should show connecting elements can support the uplift load including the overstrength factor. ASCE 7 Table 12.3-2 (4) and ASCE 7 Section 12.3.3.3 6. See bending and shear check on Page 14 of the provided structural calculations. It appears that the bending load applied of 18.8 k-ft is not listed in the bending and shear check results. The governing NDS formula is listed as compression only. It appears that a design error may have occurred within the program. Please provide an updated calculation of the column. 7. See Sheet 1 and 2. It appears that a Force Transfer Around Openings (force -transfer shear walls) or a portal frame design is being spedfied by extending the header full length over the shear wall. Please update structural calculations according to shear wall type. If the shear wall is not designed for force transfer around openings, then the limitations of Table 4.3.5 of the Special Design Provisions for Wind and Seismic Section (SDPWS) should apply for the individual full height wall segments and this will result in shear walls not meeting the aspect ratio. See SDPWS Figure 4D for typical wall height to width ratio and Section 4.3.5 regarding shear wall types. Note that portal frames are part of the prescriptive method of the IRC. 8. Continuing from the previous comment, if a force transfer around opening shear wall is provided then aspect ratio limitations of SDPWS 4.3.4.4 apply. COD should include a detail on 3200 dar O Everett, WA Street 1 � 425.257.8857 fax `D everettwa.gov/permits 8pv Pneaar4