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ENGINEERING <br /> - PUBLIC SERVICES DEPARTMENT <br /> July 13, 2018 <br /> Andrew Echelbarger <br /> Hoyt Avenue Residences, LLC <br /> 18833 10th DR SE <br /> Bothell, WA 98012 <br /> echelbargera@gmail.com <br /> RE: Owner: Hoyt Avenue Residences, LLC <br /> Job Address: 1913 Hoyt Ave <br /> Plan Check Number: B1711-024 <br /> Dear Mr. Echelbarger, <br /> In response to your application for a construction permit, your plans have been examined and you <br /> are advised that revisions may be necessary before a permit can be issued. Please review and <br /> respond to the comments below. These comments address building issues only. Additional <br /> revisions or additions may be required by other departments (such as Public Works, Planning, or <br /> Fire). All required submittals must be of sufficient detail and information to ensure that the <br /> proposed structure will be constructed in compliance with all adopted codes. <br /> In order for the processing of your application to continue, it will be necessary to <br /> provide the Building Division with two complete new sets of construction documents <br /> reflecting the corrections requested. All revisions require the person delivering the <br /> drawings to replace the revisions into the two sets here at our offices. For significant <br /> revisions,or if the revisions are coming directly from a document printing facility, <br /> please make arrangements with them to print and deliver two replacement sets. <br /> Structural <br /> (The following comments are follow-up comments to the previous responses from Correction <br /> Notice 1. The numbered comments correspond numerically to the numbers from the Correction <br /> Notice 1.) <br /> 3. The drift calculations provided in the response appear to indicate a value of 0.417"of <br /> elastic deflection in the moment frames, however the RISA model output indicates a <br /> deflection of 0.963". Please clarify the value of 0.417"as it appears to be in conflict with <br /> the RISA output deflection calculation provided. Also, if the exception per ASCE 7-10 <br /> 12.2.3.1 is being considered in the design of the moment frames, the same deflection <br /> amplification coefficient of the shear walls should apply to the frame's deflection check. <br /> Please revise as required. <br /> 4. It appears that a value of 7.29 kips is being applied to the moment frame beams, it unclear <br /> if it is the expected strength of the holddown was used or if the resultant force couple with <br /> the applied overstrength factor was used. Please clarify with supporting documentation. <br /> age 1 of 2 <br /> CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax(425) 257-88 <br />