5208 S 2ND AVE 2021-07-13 - Laserfiche WebLink

Capital Architects Group iq 2813 Rockefeller Ave. Everett,WA 982010 ph:425.317.8017•fax:425.317.8489 2. Continuing with the previous comment,the project appears to include work that will be performed on the premises of fabricators'shops. Special inspections are required to be performed by the fabricators unless they are registered and approved to perform work without special inspections. The Structural General Notes on Sheet 51.1 should be revised to list work being performed by approved fabricators. Work not being performed by approved fabricators should be added to the list of special inspections. See IBC Sections 1704.2.5, 1704.2.5.1,and Section 1704.5 Items 1 and 2. Response: Mantle Industries has AWS-approved welding procedure specification (WPS),welding procedure qualification record(PQR)and welder qualification log(WPQ)for both aluminum and steel welds used in our products.These records can be provided on request.All welds are visually inspected by certified welders. 3. The bridge is connected to the existing building with an eccentrically-loaded joint per Detail 3/S3.1. The joint will induce torsional loads into the supporting beam. Calculations substantiating the resistance of the beam and other stabilizing framing should be submitted for review. See IBC Sections 1604.1 and 1604.4. Response: Refer to supplemental calculations by CG Engineering, dated 05/20/2020, and to revised detail 3/S3.1. 4. The bridge is connected to the existing building with an isolation joint per Detail 3/S3.1. The joint appears to provide a minimal gap per Detail E2 of the bridge drawings. Calculations substantiating the minimum required gap should be submitted for review. See IBC Section 1613.1 and ASCE 7-10 Section 12.12.3. Response: from Mantle Industries regarding thermal expansion. Revised Sheet 3—3 Detail E2 CTE of aluminum is 13.1 µin/in-°F. Length of the lower chord of the bridge 41'-4"which is 496 inches Extreme thermal range would be 5°f to 95°f,or a range of 90°f Calculation: 13.1 *496"*90°f=584,784 pin=0.58"total length change from temperature minimum to temperature maximum The bridge is expected to be fabricated at a nominal temperature of 60°f. Therefore, it can be expected to grow 0.23"from its nominal length at 95°f. The nominal gap at the narrowest point between the hanging lug and the mount is 0.437". This leaves 0,209"gap at 95°f. This means that the nominal gap will be decreased by a little more than half when the bridge bottom chord heats to 95°f, Bridge 1. Structural special inspections are required for this project. See additional comments above in the"Structural" section of this letter for additional information. A statement of special inspections should be provided in the bridge drawings unless they are included in the S-series drawings. Where the inspection requirements are included in the 5-series drawings,a reference to the requirements should be provided. The bridge EOR should coordinate with the abutment EOR to verify that the required inspections are listed. See IBC Sections 107.1, 1704.2.3 and 1704.3. Response: See comment on structural#2. 2. The Elevation on Sheet 2-of-3 specifies a bridge span and angle of 41 feet and 4.7 degrees,resulting in a rise of approximately 40 inches. The bridge is fundamentally a ramp and limited to a rise of 30 inches between landings per IBC Section 1012.4. The bridge should be revised to provide an intermediate landing or limit the rise over its length to 30 inches. Landings should comply with IBC Section 1012.6. Response: Resolved May 6,2020 email exchange with City of Everett(Excerpt follows) Responding to your email of May 4, 2020, we confirm the following direction of action. The designer-of-record, Capital Architects Group PC,Sandra Higgins, President, has determined that the bridge falls under the International Existing Building Code,whereby provisions therein,allow the bridge to be- --� 2 I Pag