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S T A B B E f T <br />E N G i N E E R I N Q. L L C <br />Jeff Heilman <br />Development Technician <br />City of Everett Public Works Department <br />3200 Cedar Street <br />Everett, WA 98201 <br />RE: Correction Notice <br />3714 Colby Ave, 3712 Colby Ave, 3710 Colby Ave <br />Jeff, <br />May 7, 2018 <br />Thank you for your comments regarding the above referenced project. Our responses are as follows: <br />1. Please see attached supplemental calculation sheets SC 1-SC4 for calculations pertaining to the hold <br />down embedment. The calculations show that the specked embedment is acceptable with Simpson Set <br />XP adhesive. Detail 8/52.0 has been modified to specify that epoxy is to be used at both new and <br />existing concrete. <br />2. 1/52.0 occurs at the new foundations being installed at the existing east and west exterior walls. The <br />section cuts at these locations have been corrected. Please reference revised foundation sheet. <br />3. Per our phone conversation, the footing calculations are shown on C4. The locations of the point loads <br />referenced on C4 are shown on key plan K3. <br />4. On the current drawings, it appears the design has been modified and the architect is specifying a <br />prefabricated concrete window well product. <br />5. Per our conversation, we have added notes regarding the existing foundations at the columns referenced. <br />Please reference calculation sheet SC5 for supplemental calculations. <br />6. A weld callout has been added to 12/52.1. Per our phone conversation, we used the active soil pressure <br />of 35 pcf because the flexibility of the strongback and existing diaphragm will not allow for the higher at <br />rest pressure of 50 pcf to develop. Also, per our conversation we have verged that the strongback works <br />at the 7'-2" opening. Please see supplemental calculation on Sheet SC6. <br />7. We have added detail 9/52.1 showing how these members are connected. Please see supplemental <br />calculations SC7 for clarification. The woodworks output was provided for (5) 2xl0 members. The (5) <br />2x 10 members were overstressed 19%. The note stating that (6) 2x 10 would be provided meant that a <br />total of (6) would be used. This would bring the stress ratio to less than 1. <br />8. Per our phone conversation, the calculations for the collar tie and rafters is shown on C 1. Additionally, <br />sheet C6 shows the moment diagram for the roof framing from Risa. Please reference supplemental <br />calculation SC8 for risa output for tension diagram and additional analysis. Dimensions for end distance <br />and spacing for screws at collar tie have been added to 8/52.1. <br />9. Please reference revised detail. <br />10. Please reference supplemental calculation sheet SC9. <br />Please feel free to call if you have comments or questions about the information above. <br />Sincerely, <br />Stabbert Engineering, LLC <br />MAY -a 2013 <br />CITY OF EVE ETT <br />Permit e1VI .1. <br />Matthew Stabbert, PE, SE <br />227 BELLEVUE WAY NE #462 • BELLEVUE, WA 98004 - 425.968.5432 <br />