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Page 2 <br />b. See 17a. <br />C. The analysis was conservative. The footings were designed to <br />develop the calculated bearing pressure. <br />d. & e. The footing along grid A and D is available for additional <br />restraint. <br />18. See column note 3 on SS.2. <br />19. Not applicable. Building is designed for K = 1.33 which requires <br />no OMRCSF. <br />20. Computer output shows that drift is much less than code allowable. <br />21. Resul`ing stress in secondary framing elements is very small. <br />22. Agree. Top steel will be added. <br />23. Symm about centerline. <br />24. We do not agre_. <br />25. Lintel is carrying just its own weight. Additional reinforcing <br />required is negligible. True for elastic analysis. Under ultimate <br />strength it was assumed that the load was equally distributed <br />between all the lintels. <br />26. Agree. Chord steel is provided by column reinforcing. <br />27. Agree. This will be corrected. <br />28. See 4/S2.8. <br />29. Not physically possible or theoretically desirable. All shear <br />loads are carried by upper portion of beam. 3'-0" :oad was <br />included in calculation sheet B-24. <br />30. Don't agree. <br />JP/mc/4C <br />