10721 19TH AVE SE 2023-04-07 - Laserfiche WebLink

Jeff I leilman, Development"Technician—Public Works Department RE: Owner: Wong— 19''Avenue SE June 200 2018 (age l component shall be increased per the provisions of ACI 318-14 Section 17.2.3.4.3. Calculations substantiating the holdown design should be submitted for review. See IBC Section 1901.2. See added sheets C-31-C-42 for holdown anchor bolt calculations. 22. The holdown forces for the two-foot shear walls on the south elevation of the building do not appear to include cumulative loads from above. See page C-27 of the structural calculation. The calculations should be reviewed and revised as needed. See IBC Section 1604.4. The overturning loads do not stack over the garage portal walls. The beam over the garage also acts as a transfer beam to take out the overturning forces. 23. Detail 3/4.2 includes the floor diaphragm connection to the shear wall. The detail does not appear to meet the requirement of IBC Section 706.2. The detail should be revised to allow collapse of the structure on either side of the wall system without causing collapse of the entire structure. Detail 3/S4.2 has been updated. 24. Detail 3/4.2 includes the roof diaphragm connection to the shear wall. a) The detail does not appear to meet the requirement of IBC Section 706.2. The detail should be revised to allow collapse of the structure on either side of the wall system without causing collapse of the entire structure. b) The detail requires the lower roof diaphragm to connect to the shear wall through rim joist and nailing to the backside of the wall studs. This is not a substantiate load path to the shear wall. The load path should be revised to provide a system per AWC SDPWS-15 Section 4.2. See IBC Section 2306.1. c) The roof system appears to require an overhang at the upper level similar to Detail 6/S4.3. The detail should be revised to incorporate this feature. See IBC Section 107.2.1. a) After analyzing detail 9/S4.2, it is our impression that a fire causing a collapse on one side will not cause a collapse to adjacent units. b) The detail has been revised and blocking has been added between the studs for a lateral connection to the lower rim. c) The detail has been modified for an overhang condition. 25. The balloon framing on the east wall of the structure is laterally anchored to the building at the third floor per Sheet S2.3. Calculations substantiating the load path and the framing capacities shall be submitted for review.Note that the beams dragging the wall load terminate at the first interior wall line. The drag framing must extend past this wall into the diaphragm beyond. The length of the drag framing shall be such that the drag load superimposed on the diaphragm shear does not exceed the diaphragm capacity. The diaphragm sheathing shall not be assumed to act in tension to drag the load past the interior wall and into the diaphragm beyond. See IBC Sections 1604.1 and 1604.4. Calculation sheet C-8 has been updated for the diaphragm check and calculation sheet B-30 has been added for the stud capacity of the ballooned wall.