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Drew Martin,Commercial Plans Examiner—Public Services Department <br /> RE: Plan Check#C1802-019— 10725 19th Avenue SE—Correction Notice#2 <br /> October 18 2018 <br /> 'age4/(! <br /> a. Both wind and seismic are used for design with seismic governing in the E-W direction and <br /> partially in the N-S direction. <br /> b. The hldown tables provide ASD values and reference ASD equations from IBC 1605.3.1. <br /> For example, on the `Determine Required Holdown'table, the "Wind End 1"column <br /> references equation 16-15. <br /> c. The overstrength factor has been applied to the anchor bolt design. See attached <br /> calculation sheets S-11 through S-22. The Holdown Schedule on 12/S4.0 has been updated <br /> for the revised embedments. <br /> 24. This comment has not been completely addressed: <br /> a. Detail 9/S4.3 has a continuous sheathing panel extending between and nailed to both walls. <br /> The sheathing should be jointed similar to Details 3/S4.2 and 7/S4.2 to allow the tear-away <br /> behavior to occur. The joint should be placed at the wall farthest from the upper roof eve. <br /> See IBC Section 706.2. <br /> b. Detail 9/S4.3 appears to indicate that both walls are shear walls. Sheet S2.4 indicates that <br /> only one wall is a shear wall. The detail should be revised to provide a load path for both <br /> roofs to the shear wall. See IBC Section 107.2.1. <br /> a. Detail 9/S4.3 has been revised A sheathing splice has been added above the wall farthest <br /> from the overhang to allow the lower wall to tear-away. Both sides of the party wall are <br /> now sheathed all the way to the foundation.Details 7/S3.0,3/S4.2 and 7/S4.2 have been <br /> updated to reflect this change. <br /> b. Both walls are shearwalls. <br /> * * * * * <br /> Please feel free to call me at 206-957-3900 if you have any questions regarding our responses. <br /> Sincerely, <br /> Quantum Consulting Engineers,LLC <br /> /1,4/ <br /> John Riley, P.E., S.E. <br /> Principal <br />