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7/19/2024 <br /> Sheet A.5 <br />Prepared by PB <br />Checked by AY <br />Target T0286- Santa Ana – Final Report PPE-05184.03 <br />Design shear stress; F v' = Fv ´ KFv ´ fv ´ l ´ Ct ´ Ci = 233 lb/in 2 <br />Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 32 lb/in2 <br /> fv / Fv' = 0.136 <br />PASS - Design shear stress exceeds actual shear stress <br />Deflection - cl.3.5.1 <br />Modulus of elasticity for deflection; E' = E ´ C ME ´ Ct ´ CiE = 1700000 lb/in 2 <br />Design deflection; dadm = 0.0083 ´ Ls1 = 0.767 in <br />Total deflection; db_s1 = 0.178 in <br /> db_s1 / dadm = 0.233 <br />PASS - Total deflection is less than design deflection <br />Utilization: = 37.4 % ≤ 105% ⇒ OK <br />A.4. Purlins <br />A.4.1. 6x16 @ 16” o.c. <br />Span: 30’-0” (29.4 ft end to end) <br />Joist Spacing: 8’-0” <br />Proposed Loads are reactions from sub-purlin applied as point load to purlin: <br />DL from sub-purlin = 0.079k x 2 = 0.158k @ 1.33 ft o.c. <br />Purlin self-weight account 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 />1330 E Seventeenth <br />St4/10/2025