3214 BROADWAY BROADWAY KINECT APARTMENTS 2021-08-11

Structural Follow-up Comments from Correction Notice 1 (Number corresponds to previous numbering from Correction Notice 1). 2. From the response to the comment, the Engineer of Record determined concrete podium structure to have an extreme torsion horizontal irregularity. Per ASCE 7-10 Sec 12.3.4.2, the redundancy factor of p = 1.3 is required to be applied to earthquake design forces for the design of lateral force resisting elements. Please revise forces and verify with supporting design calculations that the elements can withstand the increased demands. 5. It appears that the 9-factor for shear wall dowels and diaphragms were 0.75 on pages A59 and A60. Per ACI 318-14 Sec 21.2.4.1, a 9-factor of 0.6 is required unless the nominal shear capacity of the walls is greater than the shear corresponding to the development of the nominal moment capacity of the shear walls. Please indicate which 9-factor was used in the design of concrete shear walls as it is not clear in the design calculations provided. Also, please revise the 9-factors accordingly per ACI 318 -14 Sec 21.2.4.2 for the diaphragm if the 9-factor for the shear design of the shear walls have been updated. 6. The response to the comment regarding using a perforated shear wall design indicates that a solid wall has a series of openings punched through solid wall. These walls, being part of the seismic force resisting system, are intended to be considered special concrete shear walls and subject to the provisions of ACI 314 18.10. These walls have individual wall piers between openings and beam-like elements that form above and below the openings. These wall piers and beam elements in the shear walls are subjected to the strength and detailing provisions per ACI 318-14 Sec 18.10.7 for coupling beams and Sec 18.10.8 for wall piers where the required, even if they are viewed as perforated walls. If these perforated walls are not intended to contain detailing for individual wall piers and/or coupling beams, it is assumed that the solid wall elements spanning floor-to-floor are acting as shear walls. Please clarify and provide calculations and detailing for these wall piers or beam elements or indicate where full-height shear walls occur. Please update drawings, details, and shear wall calculations as required. New Comments: 10.Along Grid F between Grid 4 and Grid 10, there appears to be a discontinuous shear wall condition between levels 1 and 2, please provide calculations indicating how overturning forces are resolved due to the discontinuity. Please verify the load path for resolving the overturning moment developed at the level 2 shear wall from the story shear imposed at level 3. If columns located at the shear wall discontinuity are intended to resolve the force couples, please apply the overstrength, Q, factor for the design of these columns and beam elements (if applicable) per ASCE 7-10 Sec 12.3.3.3. Please provide diaphragm strength checks for transfer of shear out of the discontinuous shear wall and through the walls located below level 1. 11. Please provide calculations for diaphragm force checks per ASCE 7-10 Sec 12.10. Please indicate in the design calculations which design force governed in the design of the diaphragm. .!e 2of3 CITY OF EVERETT • 3200 Cedar Street • Everett, WA 98201 • (425) 257-8810 • Fax(425) 257-8857