Laserfiche WebLink
Job Name: Muller Santa Ana <br />Job Number: 2021-SRS004 <br />Date: 11/17/22 <br />shear reaction from the canopy at 17.8 kips. See calculation D1. <br />Column C5: This column extends 13'-3" (the highest unsupported rise) above the deck, <br />but carries a lesser load at 7 kips. See calculation D2. <br />Lateral Check of Existing Structure: <br />The existing parking garage has a weight at the upper deck as follows: <br />̗Wdeck =Έ89.7psf 47300 ft2 ⎛⎝Έ4.243 10 3 ⎞⎠ kip <br />The base shear attributable to the top deck of the concrete garage is as follows <br />(conservative as the top deck would receive more based on vertical distribution of the <br />total base shear per ASCE Section 12.8.3): <br />, ̗Cs 0.27 ̗Vgarage =ΈCs Wdeck ⎛⎝Έ1.146 10 3 ⎞⎠ kip <br />The total maximum base shear of the canopy from RISA in either principal direction is: <br />̗Vcanopy 91.8 kip <br />The increase in lateral loading is as follows: <br />< 10% =―――Vcanopy <br />Vgarage <br />0.08 <br />=>Lateral system of existing garage is OK in accordance with California Existing <br />Building Code. <br />Plan Check additions <br />Pursuant to plan check, the following additions were made proving that the OCBF <br />system on this structure complies with AISC 341-16, Section F1. <br />Subsections 4a, 4b, and 4c are not applicable as they are for V-braces, K-braces, and <br />multi-tiered braced frames, respectively. <br />Subsection 5a: Under this section, the rod bracing qualifies for the exception since <br />they are tension only members with a slenderness ratio greater than 200. <br />Page 6 <br />2677 N Main St - <br />101110159-60 & <br />20175958-5902/07/23