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• 110 <br /> IMMO mg. <br /> 4. See Supplemental Structural Calculations, dated November 12, 2018: <br /> a. Blocking and/or strapping has been added at each level to develop potential re- <br /> entrant corner loading (grids 3.5/6 and E)along the diaphragm in each orthogonal <br /> direction. See attached hand calculations as well as the roof, 3rd, and 2nd floor <br /> framing plans. <br /> b. See responses in Comment 3 regarding the lateral analysis of the concrete structure. <br /> c. See comment 7 response. <br /> 5. See Supplemental Structural Calculations, dated November 12, 2018: <br /> a. See responses above regarding the lateral analysis. <br /> b. Design Displacements have now been calculated using 1.2D+1.0L per ACI 318-14 <br /> 18.14.2.1. See page 70 of the Supplemental Structural Calculations. <br /> c. Max deflection observed in the structure was 0.17" multiplied by Cd of 5+0.005"*1.6 <br /> due to Soil Loads. <br /> d. RISA Displacements include effects of both Soil and Earthquake <br /> e. See Response No. 2 <br /> f. See page 68 of Supplemental Structural Calculations for Boundary Conditions; base <br /> assumed to be pinned and slab assumed to be fixed. <br /> g. Both directions have been analyzed considering the maximum deflection as seen on <br /> page 68 of Supplemental Structural Calculations and the same loads have been <br /> checked in SPColumn Analysis. <br /> 6. (Cleared) <br /> Structural Additional Comments <br /> 7. Attached Cantilever Diaphragm Deflection spreadsheet provides an estimate of the total <br /> deflection at three generalized cantilevered diaphragms at the first floor level. The calculated <br /> total deflections are within allowable limits per ASCE 7-10. <br /> 8. Design forces to collectors, connections of collectors, and diaphragms to shear walls have <br /> been increased by 25% due to reentrant corners. This is reflected on the revised shear wall <br /> schedule. Spacing has been tightened on rim joist/blocking connection to top plate below and <br /> anchor bolt to concrete below sill plate attachments. Additionally, collectors and/or blocking <br /> have been provided to drag load into all applicable shear walls. <br /> 9. See supplemental calculations, dated November 12, 2018. <br /> 10. See tie-down schedule(s) per S6.1 and required tension loads at wall ends per plan. <br /> 11. The elevator has been noted on the framing plans as well as the preliminary rail columns and <br /> hoist beam sizes. Additionally, elevator details have been added to S4.2. The elevator steel <br /> and connections are provided for bid purposes only and are preliminary; therefore, the <br /> proposed structural members and their connections shall be verified with the elevator <br /> manufacturer prior to procurement or fabrication. <br />