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• • <br /> Brent K.Leslie,P.E.,S.E. <br /> 2.01 sitts&hill Kathy A.Hargrave,P.E. <br /> 4815 Center Street Larry G.Lindell,P.E.,S.E. <br /> Michael A.McEvilly,P.L.S. <br /> Tacoma,WA 98409-2319 <br /> (253)474-9449/sittshilLcom Andrew J.Boileau,P.E.,S.E. <br /> David C.Boileau,AIA <br /> May 1st,2023 <br /> CARPORTS OF WASHINGTON, INC. <br /> P.O.Box 2389 <br /> Buckley,Washington 98321 <br /> TO: Ms.Candy Ford <br /> SUBJECT: EMERALD COURT CARPORTS REVIEW COMMENTS <br /> EVERETT, WASHTINGON <br /> SITTS&HILL PROJECT#19,933 <br /> Dear Ms.Candy Ford, <br /> Per your request,we have completed our review of the structural comments dated February 17, 2023 <br /> from the City of Everett.The following is our response to the noted comments: <br /> Comment 1: Footing Detail 01/52.0 should be provided with top reinforcement per ACI 318-14 Section <br /> 10.7.6.1.6. Alternatively, an analysis per Section 17.2.3.5.3 should be performed to substantiate that <br /> splitting of the foundation does not occur From Flexural restraint of the embedded posts. See IBC <br /> Sections 1604.1 and 1604.4. <br /> Response 1: Please see pages 22 through 23 of the updated calculations showing the design of the <br /> caisson footing including flexural capacity and bearing of the steel column. <br /> Comment 2: The design of the canopies does not appear to include unbalanced loading of the roof <br /> structure in the transverse direction, including but not limited to the WF-beam, HSS-column, and <br /> foundation designs. Additional calculations substantiating both internal stresses and global stability <br /> (e.g.,bearing pressures,rotational stability per IBC Section 1807.3,etc.)should be submitted For review. <br /> Snow loads should be combined with other loads as required(e.g.,wind uplift on the opposite cantilever, <br /> etc.)to determine the worst-case forces,in the structures.See.IBC Section 1608.1 and ASCE 7-16 Section <br /> 7.5. <br /> Response 2:Please note that the unbalanced vertical wind loading as shown in ASCE 7 Figure 27:4 was <br /> initially included in the analysis of the wide-flanged beam.The calculations have been updated to convey <br /> this load through the column and into the footing.In addition,a moment due to the partial snow loading <br /> has been added to the column per Section 7.5.1 of ASCE 7-16. Please see pages 18, 20, 22, and 24 For <br /> additional information on the various snow load cases and load combinations used. Finally, unbalanced <br /> snow loads are not required for roofs of slope'%on 12 or less per ASCE 7§7.6.1. <br /> Civil I Structural I Architectural I Survey <br /> fl <br />