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LE' c-,)1 <br /> nFC 0 3 2021 I.L.GROSS <br /> STRUCTURAL <br /> • (��j ENGINEERS <br /> CITY OF E 9 ERET�l <br /> Permit Services <br /> PROJECT MEMORANDUM <br /> Date: September 21, 2021 D eVerivE <br /> To: Jonathan Brandt OCT <br /> JB Architecture 1 2021 0 <br /> Seattle, WA CITY OF <br /> E Permit VERETT <br /> From: Mark Speidel, P.E., S.E. Services <br /> I.L. Gross Structural Engineers, LLC <br /> Re: Brickley Kitchen Addition Corrections (B2105-038) <br /> I am writing this letter in response to the structural questions posed by Drew Martin of the <br /> City of Everett on September 9, 2021 <br /> 1. The following comments should be addressed for the shear wall design: <br /> a. The project will require special inspections, including but not limited to post- <br /> installed anchors and shear wall nailing. General Structural Note 11 provides <br /> some inspection information. The schedule should be provided listing all <br /> inspections and the required frequency (i.e., continuous, periodic). See IBC <br /> Sections 1704.3.1 and 1705.12.2. <br /> Note # 11 on S1.0 has been revised to more clearly specify the continuous <br /> and periodic inspection requirements for items requiring special inspection <br /> b. The post-installed holdowns and sill plate shear anchors need to be designed <br /> with overstrength per ACI 318-14 Sections 17.2.3.4.3 and 17.2.3.5.3, <br /> respectively. The overstrength factor must be applied to the earthquake <br /> component, not the net load. Holdowns should also include the vertical <br /> seismic effects per ASCE 7-16 Chapter 12; load should be concurrently to <br /> create the maximum effect. <br /> Please see the attached calculations for the shear wall anchors to the <br /> concrete foundations per ASCE 7-16 and ACI 318. <br /> c. The calculations do not include a diaphragm analysis. Note that the <br /> interface of the diaphragm and shear wall is only 4 feet. While this may work <br /> analytically, the roof diaphragm is not provided with sub diaphragms to <br /> transfer forces down the length of the roof to the point where the wall <br /> occurs. Roof sheathing is not permitted to act in tension to transfer seismic <br /> u loading. A drag element is required along this wall line. The new beam may <br /> y be used in the load path if connected to the wall with additional structural <br /> elements. The beam should be evaluated for concurrent flexural and axial <br /> 00 <br />