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7/19/2024 Sheet A.7 Prepared by PB Checked by AY Target T0286- Santa Ana – Final Report PPE-05184.03 Design shear; F = max(abs(Fmax),abs(Fmin)) = 2981 lb Total load on member; Wtot = 5940 lb Reaction at support A; RA_max = 2981 lb; RA_min = 2981 lb Unfactored dead load reaction at support A; RA_Dead = 2129 lb Reaction at support B; RB_max = 2959 lb; RB_min = 2959 lb Unfactored dead load reaction at support B; RB_Dead = 2114 lb Sawn lumber section details Nominal breadth of sections; bnom = 6 in Dressed breadth of sections; b = 5.5 in Nominal depth of sections; dnom = 16 in Dressed depth of sections; d = 15.5 in Number of sections in member; N = 1 Overall breadth of member; bb = N ´ b = 5.5 in Species, grade and size classification; Douglas Fir-Larch, No.1 grade, Beams and stringers Bending parallel to grain; Fb = 1350 lb/in2 Tension parallel to grain; F t = 675 lb/in 2 Compression parallel to grain; Fc = 925 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; F v = 170 lb/in 2 Modulus of elasticity; E = 1600000 lb/in2 Modulus of elasticity, stability calculations; Emin = 580000 lb/in2 Mean shear modulus; G def = E / 16 = 100000 lb/in 2 Member details Service condition; Dry Length of span; Ls1 = 29.4 ft Length of bearing; Lb = 2 in Section properties Cross sectional area of member; A = N ´ b ´ d = 85.25 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 220.23 in3 Sy = d ´ (N ´ b)2 / 6 = 78.15 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 1706.78 in4 Iy = d ´ (N ´ b)3 / 12 = 214.90 in4 Adjustment factors Resistance factor for bending - Table 2.3.6; fb = 0.85 Resistance factor for tension - Table 2.3.6; ft = 0.80 Resistance factor for compression - Table 2.3.6; fc = 0.90 Resistance factor for shear - Table 2.3.6; fv = 0.75 Resistance factor for modulus of elasticity - Table 2.3.6 fs = 0.85 1330 E Seventeenth St4/10/2025