6900 WETMORE AVE SEATTLE BETHANY CHURCH 2024-10-25

i • VISSER ENGINEERING November 4, 2022 RECEOVE- NOV 2 6 2022 , Manford Chu CITY OF EVERETT IHB Architects Permit Services 21620-84th Ave. South Suite 200 Kent,WA 98032 Re: Seattle Bethany Church Everett,WA Plan Review Response 1 (Plan Check No. B2204-035) Manford: The following responses indicate actions that were taken for each item written on the structural plans by the Everett reviewer James Bronder during the structural plan review of the Seattle Bethany Church project. Drawings that required revision have been clouded and flagged for easy identification. OUTSTANDING ISSUES: Comment 1. Previous records indicate that the construction of the exterior shell structure and framing has not received a final building inspection nor a Certificate of Occupancy issued from the original building permit,B0604-051. Records indicate that the original building has been expired and sent to archives on July 31,2012. As a result,since no occupancy has been granted,the structure would be considered an unoccupied structure and is subject to the current building code requirements as it applies to new construction. Please include additional construction plans and details outlining that the existing building components comply with the current iteration of the IBC as it applies to new construction. IBC 106.2.1 Response: Okay. New structural items will comply with Current Code. The existing items including the shell structure designed per the original 2003 IBC will not be upgraded to the current code. Structural items identified in Comment 2 below will be remediated as recommended. As previously discussed, shell lateral force is controlled by Wind in the transverse direction (Main Frames at 20'-0"oc) and by Seismic in the longitudinal direction (Tension Only X-bracing). In comparison to today, Wind Design essentially is unchanged and may be reduced since Exposure C was utilized in design in-lieu-of Exposure B. Seismic takes approximately a 3.9%increase in its force level but 1 1/4"rod has a capacity of 23,400 lbs and actual force of 15,500/(1-.039) = 16,129 lbs (DCR 0.69). It is assumed that original rod sizing was to satisfy metal building drift. It also appears that the Metallic Metal Buildings bolted erection received final Special Inspection (OR&A Report No. 55542 Dated 2/13/07-Exhibit A). Archives are unclear regarding structural exterior skin framing (OSB sheathing and steel stud framing). Everett Inspection Reports 1-17-07 clearly indicates in the comments that Inspector Huhta informed the Superintendent that the Framing Inspection he was to perform that day needed revisions to the exterior walls to be approved and on site for his inspection -Exhibit B. 3 M weeks later the same framing inspection was appeared to be approved by Inspector Miller, framing and shear nailing -Exhibits B& C. No Archive Records were found regarding the 3 M week interval between framing inspections. 2 % months later the original owner was sent a letter(Exhibit D) from Everett regarding 4 specific items of concern. Nine