2106 EVERETT AVE 2019-01-28 - Laserfiche WebLink

Mr. John Day Slichter Ugrin Architecture Plan Check Number: B1709-015, First Review April 27, 2018 fillet weld. 3/16"fillet is used. The weld all around symbol or 2" weld tag provide sufficient weld strength as detailed. b. Continuing with the previous comment, the members appear to overlap and create skewed connection surfaces. The base of the bracing appears to sandwich two diagonal members at the interior end while the exterior end connects to a single member. Bracing members appear to stack and prevent direct contact for some memberswith the chord members. The design of the framing, and in particular the connections, should be reviewed and revised as needed to improve the overall integrity of the brace design. Gaps in framing shall not exceed the limits of AWS D1.1-11 for fillet welds. 1/16" is allowed. Please see supplemental calculations and response above to 11.a. 12. The parapet appears to be laterally-braced by intersecting walls at the corners of the building. Details and calculations for the corner construction, including connection to and support by the roof structure, should be submitted for review. See IBC Sections 107.2.1 and 1604.1. Detail 4/S2.2 has been added for parapet corner framing. Additionally, the plans have been updated. 13. Section 1/S2.1 shows a structural metal panel spanning between the parapet brace framing. Calculations substantiating the design of the panels, including connections to the framing, should be submitted for review. In addition, details and calculations for the connection of the architectural facade to the metal panels should be submitted for review. See IBC Sections 107.2.1 and 1604.1. Please see supplemental calculations for the parapet framing. Detail 1/S2.1 has been updated to show correct framing members for the parapet wall. 14.The parapet brace framing appears to be anchored to the roof with three clip connections per Section 1/S2.1 and Detail 3/S2.1. Calculations substantiating the design of the lag screw connection to the roof shall be submitted for review. The connection shall consider combined loading from concurrent tension and shear forces. The capacities shall consider spacing and edge distance reductions. See IBC Sections 1604.1 and 2306.1. See also comments below regarding the screw edge distances. Please see supplemental/revised calculations substantiating the connection design using combined loading while taking into consideration the applicable reductions for lag screw allowable loads. Connection clips are per detail 2/S2.1. 15. The parapet brace framing is oriented perpendicular to the roof framing at several locations and appears intended to connect to the framing per Detail 3/S2.1. The supporting roof framing consists of two joist members rather than a single wider member. The framing is not wide enough to provide the required minimum 3D edge distance per NDS-15 Tables 12.5.1C and 12.5.1E for the 3/4" lag screws. In addition, the placement of the framing along the brace base does not appear consistent with the connection locations specified in Section 1/S2.1. Connection details for this condition should be submitted for review. Calculations substantiating the connection design, considering concurrent tension and shear loading, should be submitted for review. The connection placement shall comply with the edge distance requirements for the individual members. See IBC Section 2306.1. The parapet brace framing is connected to the 6x10 flat blocking or 6x8 blocking per detail 2/S2.1. This provides the proper edge distance for 3/4" lags, and does not require aligning joists with the connection locations specified in 1/S2.1., please see supplemental/revised calculations substantiating the connection design. Page 5 of 6 CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax (425) 257-8857