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ENGINEERED POWER SOLUTIONS <br />72 SOUTH MAIN STREET, SUITE A <br />TEMPLETON, CA 93465 <br />Solar Warehouse Rail Analysis – Generic Packet <br />Example Scenario Calculation: <br /> qh = 0.00256(0.98)(1.0)(0.85)(1.0)(120)2= 30.71 psf <br />External Pressure Coefficients (GCp ) for Example Scenario: <br />o Interior Zone of Roof (1) → Zone 1: -1.2 <br />o Edge Zone of Roof (2) → Zone 2: -2.0 <br />o Corner Zone of Roof (3) → Zone 3: -2.4 <br />o Downward Load → All Zones: 0.4 <br /> Interior Zone: 30.71 psf * -1.2 = -36.85 psf * 3.25 ft. = -119.8 plf <br /> Edge Zone: 30.71 psf * -2.0 = -61.42 psf * 3.25 ft. = -199.6 plf <br /> Corner Zone: 30.71 psf * -2.4 = -73.70 psf * 3.25 ft. = -239.5 plf <br /> Downward Force: 30.71 psf * 0.4 = -12.28psf * 3.25 ft. = 39.9 plf <br />Based on the area of 72 cell (Tributary width = 3.25 ft.) the maximum uplift <br />forces imposed on the modules have been calculated. <br />Using the worst-case wind uplift basic load combination (allowable stress design) of <br />0.6D+0.6W and the worst-case wind downward combination of 1.0D+0.6W as <br />dictated in Section 2.4.1 provides the governing wind design load per rail. <br />Example Scenario Uplift Calculation: <br />o Interior Zone: 0.6*(8.3 plf) – 0.6*(119.8 plf)= -66.9 plf <br />o Edge Zone: 0.6*(8.3 plf) – 0.6*(199.6 plf)= -114.8 plf <br />o Corner Zone: 0.6*(8.3 plf) – 0.6*(239.5 plf)= -138.0 plf <br />o Downward Force: 1.0*(8.3 plf) + 0.6*(39.9 plf)= 32.2 plf <br />Page 68 <br />2004 W Picasso - <br />2018062008/29/23