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7/19/2024 Sheet A.3 Prepared by PB Checked by AY Target T0286- Santa Ana – Final Report PPE-05184.03 Load combination 1 Support A Dead ´ 1.40 Live ´ 0.00 Span 1 Dead ´ 1.40 Live ´ 0.00 Support B Dead ´ 1.40 Live ´ 0.00 Analysis results Maximum moment;Mmax = 213 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 213 lb_ft Maximum shear; Fmax = 111 lb; Fmin = -111 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 111 lb Total load on member; Wtot = 222 lb Reaction at support A; RA_max = 111 lb; RA_min = 111 lb Unfactored dead load reaction at support A; RA_Dead = 79 lb Reaction at support B; RB_max = 111 lb; RB_min = 111 lb Unfactored dead load reaction at support B; RB_Dead = 79 lb Sawn lumber section details Nominal breadth of sections; bnom = 2 in Dressed breadth of sections; b = 1.5 in Nominal depth of sections; dnom = 4 in Dressed depth of sections; d = 3.5 in Number of sections in member; N = 1 Overall breadth of member; bb = N ´ b = 1.5 in Species, grade and size classification; Douglas Fir-Larch, No.1 grade, 2'' & wider Bending parallel to grain; F b = 1000 lb/in 2 Tension parallel to grain; Ft = 675 lb/in2 Compression parallel to grain; Fc = 1500 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; F v = 180 lb/in 2 Modulus of elasticity; E = 1700000 lb/in2 Modulus of elasticity, stability calculations; Emin = 620000 lb/in2 Mean shear modulus; Gdef = E / 16 = 106250 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 7.7 ft Length of bearing; Lb = 1 in The beam is one of three or more repetitive members Section properties Cross sectional area of member; A = N ´ b ´ d = 5.25 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 3.06 in3 Sy = d ´ (N ´ b)2 / 6 = 1.31 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 5.36 in4 1330 E Seventeenth St4/10/2025