2925 WETMORE AVE CAFE UU 2023-10-25

Drew Martin From: Drew Martin Sent: Thursday, March 30, 2023 10:10 AM To: CJ Williams; Justin Arias; Andre Lucero Subject: City of Everett Permit Services: 2925 Wetmore Avenue (S2303-001) - Second Building Review Hello, CJ. We have completed the second review of the building plans for this project. This email will serve as the review letter. The comments below should be addressed. Revised copies of the drawings and calculations may be emailed directly to me to expedite the process. An itemized response letter stating how each comment has been addressed should be included with the drawing. Comments The following comments should be addressed for the drawings: a. The drawing need to be sealed and signed by the WA state licensed professional engineer performing the design. See IBC Section 107.1 and RCW 18.43. b. Note 4 provides only a generic requirement for anchors. The make, model, and dimensions for the required anchorage should be specified in the drawings. c. The anchor embedment is specified as 1.75" versus the minimum 2.5" embedment per the calculations. In addition, the embedment specified in the drawings should be increased to account for the non-structural layer of stucco coating the brick. A minimum thickness of 1" should be assumed unless the actual thickness is verified. The calculations specify three anchors. However, the drawings depict only two anchors. It is noted that Note 4 is not consistent with the drawing, nor does it indicate the placement/spacing of the anchors. The drawing should correctly state that the base material is unreinforced masonry (i.e., brick), not concrete. The following comments should be addressed for the structural calculations: a. Wind loads appear to have been performed per ASCE 7-16 Chapter 30 as referenced by Section 29.3.2. However, this is not allowed as the sign is not located at least 3 feet from the top and side of the building. Note that the adjacent building cannot be considered in the side distance as this structure occurs on a different lot and cannot be relied upon to provide shielding (e.g., building could be demolished, etc.). Revised loads per Section 29.3.1 should be calculated. It is anticipated that the loading will increase as the current calculation is relying on shielding to reduce the wind pressure. See IBC Section 1609.1. b. The sign weight is based on 10 psf unit value. Two layers of 1/8" steel will weight 10.2 psf. In addition, the baffle has an estimated weight of 15 LBS. The sign also appears to have an additional interior panel on the inside of each layer backing the lettering in the sign. All of these elements will substantially increase the sign weight. The weight should be revised. c. Revised combined loading calculations should be submitted for review. See IBC Section 1605.1; either combination 16-4 (i.e., 1.2D+1.OW) or 16-12 (i.e., D+0.6W) should be used. The load combination should be commensurate with the design method (i.e., LRFD or ASD) for the anchor capacity values. The load combination should include concurrent tension (from moments) and shear (combined for greatest effect) from both wind and dead loads.