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888 MAIN STREET / THORNTON TOMASETTI <br />Structural Peer Review Comment Log #1 - 09/14/2018 <br />888 N MAIN ST. & 1665 N SYCAMORE ST., SANTA ANA, CA 92701 <br />Item PC Spec or Dwg Comment <br />Plan Check CommentNo.Eng.No. / Detail Date <br />6 DCA PG. 38 09/14/18 Steel yield strength is entered as Fy=60,000psi. On page <br />23, the sample shear calculation states that Fy=40,000psi. <br />Please clarify. <br />. <br />DCA <br />STRUCTURAL ENGINEERING <br />Response Resolved? <br />Based on field hardness test of May 8, 2018 <br />longitudinal bars qualify as ASTM A615 Grade <br />60 while transverse ties/stirrups comply with RESOLVED <br />ASTM A615 Grade 40. ETABS PMM calculations <br />use 60,000 psi longitudinal bars. Separate shear <br />calcs use 40,000 psi ties. <br />7 DCA PG. 41 09/14/18 The note states that the analysis is "Following the ASCE14- Incomplete note is not needed and has been <br />13". Please specify which section is being referenced.removed.RESOLVED <br />8 DCA PG. 43 09/14/18 Please state how infill beam connections are modeled. <br />9 DCA PG. 46 09/14/18 I33 has been adjusted to follow ACI 318-14 <br />recommendations. Please spcify the adjustment and ACI <br />section. <br />Comment Log <br />End releases are now shown in p.42 figure. All <br />infill floor beams (non-perimeter) are pinned to RESOLVED <br />conservatively avoid reducing perimeter frame <br />lateral load demands. <br />While ACI318-14 Table 6.6.3.1.1(a) lists a 0.35 <br />modifier for beams, the design team chose 0.7 <br />for perimeter beams. Beam face depth >>RESOLVED <br />column face width implies smaller curvature <br />effects in perimeter beams from flexural cracking <br />at anticipated demands, compared to the <br />columns framing in. So 0.7, like for uncracked <br />walls, is used. <br />Page #2