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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 />1 DCA PG. 24-27 09/14/18 Note 2 states that the load combinations for the individual <br />time-steps produces lower demand-capacity-ratios than the <br />overall maximum values. Please provide specific time-step <br />combinations for the columns with DCR>1.0 <br />DCA <br />STRUCTURAL ENGINEERING <br />Response Resolved? <br />Item #1 Supplementary Calculation presents <br />time step shear DCRs from two analysis models. <br />Fewer columns have shear DCR>1 in original <br />model. No columns have shear DCR>1 if model RESOLVED <br />realistic, modest flexural stiffness reduction at <br />columns in tension. <br />2 DCA PG. 28 09/14/18 Note 1 states that lower-bound to upper-bound shear DCRs Agreed. Note 1 has been updated to state <br />increase by only 5%. A sample calc shows increases greater change from lower- to upper-bound analysis is <br />than 5%. Please justify the 5% stated in the note.up to 0.07 change in DCR values. Still an <br />acceptably small change. <br />3 DCA PG. 29 09/14/18 The box labeled "Model Damper Properties" states an Agreed. This box has been updated to show <br />available force level of 450k. On page 87, the manufacturer 440k. Analysis results are unaffected. <br />states the damping force is 440k. Please coordinate. <br />RESOLVED <br />RESOLVED <br />4 DCA PG. 34 09/14/18 Maximum factored moment demand is stated as 961 k*ft. <br />Please provide a source for the demand value. <br />Calculation page updated to present the largest <br />20 moment demands at L4 perimeter beams, <br />based on exporting thousands of data points RESOLVED <br />(ground motions, directionality, by station) to <br />Excel and sorting by force. 961 is the largest <br />result, at one location. <br />5 DCA PG. 4 (Item #6)09/14/18 The final conclusion states that the base shears are Item #4 Supplementary Calculation compares <br />PG. 35 comparable. The ASD base shear from the time history maximum ASD compression loads at column <br />analysis is 23% higher than the UBC. Please justify that this bases for current approach vs. UBC. Current <br />increase is comparable.increase is 2% on average and 13% max, <br />comparable for foundation purposes. <br />RESOLVED <br />Comment Log Page #1 <br />Zk3 91 joi