2701 12TH ST 2020-05-06 - Laserfiche WebLink

Drew Martin From: Drew Martin Sent: Tuesday,November 13, 2018 2:41 PM To: 'randyh@evha.org' Subject: City of Everett Public Works:2701 12th Street (B1807-032) Randy, I've completed my review of the second resubmittal. There are still several items that have not been completely addressed by the design team. The architectural comments and Structural Comments 13 and 26a may be redlined upon confirmation and approval. Structural Comment 29 requires supplemental documentation from the EOR. Architectural 5b.The minimum insulation shall be R-9.5 continuous or R-21. 16.The following should be specified in the drawings: a.Specify demolition required to convert Main Floor restrooms to single-user restrooms. Work includes, but is not limited to: compartment walls,stud partition walls(i.e., inside men's room, outside women's room),second toilet in women's room. b. Provide interior locks for doors. 22.Specify maximum 1:20 slope for sidewalk on east side of the building. 32.This comment has not been addressed. Structural drawings have been added to the construction drawing set that were not included in the original submittal. The architectural drawings include structural information that duplicates or differs from information provided in the structural drawings. A note shall be provided on Sheet A-0 stating: "The architectural drawings include structural information that is duplicated by the structural drawings. Where discrepancies occur,the structural drawings shall control the structural work to be performed." See IBC Section 107.2.1. Structural 13. Sheet A-7 still shows both new 2x8 framing and trusses. Confirm the former should be removed from the plan. 26a.Sheet A-6 still shows the detail. Confirm detail should be removed. 29.The design for the holdown concrete anchors has not been performed per code. The design loads are the Simpson holdown allowable capacities divided by the seismic ASD multiplier of 0.7; see calculation page 17. This is not valid. The design loads shall be determined using the overstrength factor and load combinations as specified in the original comment. Based on the loads on page 16,the maximum design load is at least 15 kips; the LRFD design load shall be substantiated (i.e.,the design shall not be performed using the 15 kips stated in this comment). Alternatively,the holdown anchor may be designed using the tested ultimate strength(i.e.,failure capacity) of the holdowns as determined by the manufacturer. This alternative approach satisfies ACI 318-14 Section 17.2.3.4.3 Option (b)/(c). Documentation from the manufacturer establishing the ultimate strength shall be submitted; a soft-converstion of the allowable capacity it not valid. Supplemental calculations substantiating the anchor design shall be submitted for review.