1918 WALL ST 2018-01-02 MF Import

ANSWERS TO STRUCTURAL COMMENTS ON PLAN CHECK 1328 (8-24-83) 1. through 4. Agree. Will be complied with. 5. Mechanical engineer to provide design and details. 6. Topping is not a slab. Reinforcing is not required by the manu- factures of the hollow core units. 7. Agree. Tapcons are in fact shorter than cover. B. Grouting is carried out after dead load is applied. Not critical for live load. 9. New security grillage design details are being provided. Grillage at outdoor recreation areas are not intended to be a roof, but to provide escape security only. Therefore, 2-hour rating not re- quired. 10. Slabs S1 and S2 on Level S1 will be increased to 5'11. IICS units will be required to have 2" of strand cover and a minimum of 2" of concrete topping or sprayed oo insulation at Level S1. 11 Building foundation will be poured level at request of contractor. 12. See note 5F on S.13.1. 13. a. & b. Shear walls perpendicular to earthquake forces were included in shear diaphragm distribution. Nor. -shear walls were considered in partition load. Earthquake forces on shear walls parallel to the force were not considered to affect the shear distribution to other walls. C. Effect on the calculations is negligible. d. The miscellaneous roof loading of 15 psf plus mechanical at 10 psf gives (15+10) x 12,000 sf = 300 kips which is sufficient. 14. Ft was taken as zero because in the designers judgement 0.78 sec was close enough to 0.70 sec. See page L2 of calculations. 15. Agree. Ties will be added. 16. a. & b. See computer output. C. No stiffness considered in spandrel beams. Stair walls were included as a box section. d. See co�rnuter output. e. Agree. 17. a. Uplift is not a problem. The whole building resists uplift due to wall continuity below the first level. The extension of the footing of 7.3 feet past grid 3 is arbitrary. The 8% overstress of bearing for seismic was assumed tolerable.