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Drew Martin <br /> From: Drew Martin <br /> Sent: Friday, June 24, 2022 12:30 PM <br /> To: 'Trish Sherman' <br /> Subject: City of Everett Permit Services: 222 W Casino Road (B2205-093) - First Building Review <br /> Hello,Trish. <br /> I have completed the first review of this project. There are multiple comments regarding the structural design. The <br /> submitted structural calculations are limited and do not address multiple seismic design and detailing requirements. In <br /> addition, a general comment is provided regarding the submitted documents. Depending on the responses to the <br /> comments below,two revised sets of drawings should be submitted for review along with a response letter and <br /> supplemental structural calculations. <br /> General <br /> 1. The project was originally submitted in a combined drawing set; it has been assigned its own permit <br /> number. Issuance of the building permit for this structure will be deferred until the remaining buildings are <br /> approved for issuance unless separate drawing sets are submitted. Note that the 2-story classroom project <br /> (B2205-092)that has been placed on-hold will not impact issuing the permit; additional comment will be <br /> provided in the review for the renovated commons building(B2202-064). <br /> Structural <br /> 1. The submitted analysis for the building should be revised considering the following requirements per ASCE 7-16 <br /> Chapter 12: <br /> a. The analysis appears to have been performed per the ELFP of Section 12.8. Forces should be increased <br /> for accidental torsion including amplification per Sections 12.8.4.2 and 12.8.4.3, respectively. See <br /> Section 12.3.1.1 regarding diaphragm flexibility assumptions;the diaphragm does not qualify as flexible <br /> due the moment frame system and should be idealized as rigid. <br /> b. The corner columns for part of two orthogonal lateral systems and should be designed for 100%+30% <br /> loading per Section 12.5.3.1(a). <br /> c. The frame geometry in the FEM should be revised for consistency with the final design. <br /> 2. Calculations for the flexural and flexural-axial design of the beams and columns, respectively, should be <br /> submitted for review. The capacities should be reduced for the unsupported lengths of the framing, including <br /> the top beams where negative flexural occurs (i.e., bottom flange in compression). Column loads should include <br /> vertical seismic effects per ASCE 7-16 Sections 12.4.2.2. See IBC Sections 1604.1, 1605, 1613.1, and 2205.2.1.2, <br /> and AISC 341-16 Section E1.5a. <br /> 3. Calculations should be submitted substantiating the design of the beam-column connections per AISC 341-16 <br /> Section E1.6b. Note that the top beam connections include the column cap plate per Detail 28/S5.01 and is <br /> subject to concurrent shear loading from adjacent beams. See IBC Section 2205.2.1.2. <br /> 4. Calculations should be submitted substantiating the column base connections including anchorage to the <br /> foundations per AISC 341-16 Sections 6a and 6b. The foundation anchors should be design per ACI 318-13 <br /> Sections 17.2.3.4.3 and 17.2.3.5.3, including concurrent tensile-shear loading and overstrength. Loads should <br /> include vertical seismic effects and overstrength per ASCE 7-16 Sections 12.4.2.2 and 12.4.3, <br /> 1 <br />