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7/19/2024 <br /> Sheet A.9 <br />Prepared by PB <br />Checked by AY <br />Target T0286- Santa Ana – Final Report PPE-05184.03 <br />Actual shear stress - eq.3.4-2; f v = 3 ´ F / (2 ´ A) = 52 lb/in 2 <br /> fv / Fv' = 0.238 <br />PASS - Design shear stress exceeds actual shear stress <br />Deflection - cl.3.5.1 <br />Modulus of elasticity for deflection; E' = E ´ CME ´ Ct ´ C iE = 1600000 lb/in2 <br />Design deflection; dadm = 0.0083 ´ Ls1 = 2.928 in <br />Total deflection; db_s1 = 0.857 in <br /> db_s1 / dadm = 0.293 <br />PASS - Total deflection is less than design deflection <br /> <br />Utilization: = 67.7 % ≤ 105% ⇒ OK <br />A.5. Girders <br />A.5.1. G1 - 7 x 38 7/8 (controlling girder) <br />Span: 77’-6” <br />Purlin Spacing: 8’-0” <br />Proposed Loads are reactions from purlin applied as point load to girder: <br />DL from Purlin = 2.129k x 2 = 4.258k @ 8 ft o.c. <br />Girder self-weight accounted for in the software <br />In accordance with the ANSI/AF&PA NDS-2018 using the LRFD method <br />Tedds calculation version 1.7.10 <br />Applied loading <br />Beam loads <br /> Dead self weight of beam ´ 1 <br />Span 1 loads <br /> Dead point load 4258 lb at 96.00 in <br /> Dead point load 4258 lb at 192.00 in <br /> Dead point load 4258 lb at 288.00 in <br /> Dead point load 4258 lb at 384.00 in <br /> Dead point load 4258 lb at 480.00 in <br /> Dead point load 4258 lb at 576.00 in <br /> Dead point load 4258 lb at 672.00 in <br /> Dead point load 4258 lb at 768.00 in <br />1330 E Seventeenth <br />St4/10/2025