Laserfiche WebLink
18249.10 Everett Housing At_m-ity November 15_2018 <br /> Comment Response#3 Page 2 of 2 <br /> 29. This design for the holdown concrete anchors has not been performed per code. The design loads <br /> are the Simpson holdown allowable capacities divided by the seismic ASD multiplier of 0.7; see <br /> calculation page 17. This is not valid. The design loads shall be determined using the overstrength <br /> factor and load combinations as specified in the original comment. Based on the loads on page 16, <br /> the maximum design load is at least 15 kips; the LRFD design load shall be substantiated (i.e.,the <br /> design shall not be performed using the 15 kips stated in this comment). Alternatively,the holdown <br /> anchor may be designed using the tested ultimate strength (i.e.,failure capacity)of the holdowns as <br /> determined by the manufacturer. This alternative approach satisfies ACI 318-14 Section 17.2.3.4.3 <br /> Option (b)/(c). Documentation from the manufacturer establishing the ultimate strength shall be <br /> submitted;a soft-converstion of the allowable capacity it not valid. Supplemental calculations <br /> substantiating the anchor design shall be submitted for review. <br /> Please see the attached supplemental calculations for the design of the holddowns dated <br /> 11/14/2018. We have designed the holddowns anchorage for an overstrength factor of 2.5 using <br /> ultimate strength load factors where applicable.We have also updated detail 6/53.1. Please see <br /> the revised structural drawing sheet dated 11/15/2018. <br /> Sincerely, <br /> CG Engineering <br /> [A-% s41 .Joe Galusha, PE,SE, LEED AP <br /> Associate Principal <br /> 250 4th Avenue South,Suite 200 <br /> Edmonds,WA 98020 <br /> ENGINEERING ph.425.778.8500 I f.425.778.5536 <br /> www.cgengineering.com <br />