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10360 Carey Dr, Grass Valley, CA 95945 <br />530-838-5358 <br />Letter Regarding Plan Check <br />November 18, 2022 <br />City of Santa Ana <br />Building Department <br />Re: 2667 North Main St, Santa Ana, CA <br /> Plan Check:101110159-60 and 20175958-59 <br /> Plan Check Number 4 <br />Dear Mr. Gary Huang: <br />The following letter is intended to address the structural comments on your recent plan <br />check for the solar canopies at the above property. <br />Comments 18/29 (which was added to in the email from Gary Huang): What I was looking <br />for is for you to justify that all OCBF design shall comply with AISC manual, include its <br />framing size, connection, rod slenderness ration < 300 for tension (per AISC 360-16 <br />Chapter D). Please note, your RISA calculation shown that your D/C ratio for the <br />diagonal rod is much greater than 1.0. <br />Response: A section has been added to the calculations for the garage top canopy titled <br />“Plan Check Additions.” In this section, each of the subsections of AISC 341-16 Section F1 <br />are addressed. Please note that Subsections 4a, 4b, 4c, 5b, and 7 are not applicable. <br />Subsection 5a is applicable, but use of rod bracing in tension only qualifies for the exception <br />in that subsection. <br />Subsection 5c does require that the beams of the braced frames be designed for seismic <br />overstrength. These beams have been assigned to the OCBF category in the Seismic Design <br />Rules in the RISA-3D model. They are therefore designed for overstrength and those loads <br />are transferred to RISA Connection as well. Please not that I have also assigned the braces <br />to receive overstrength, even though this is not required by code. The below image capture <br />shows the OCBF seismic design rules. The two after that show an example of a beam and <br />brace having been designed for that rule (see bottom left corner of each image). <br />2677 N Main St - <br />101110159-60 & <br />20175958-5902/07/23