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7/19/2024 Sheet A.11 Prepared by PB Checked by AY Target T0286- Santa Ana – Final Report PPE-05184.03 Modulus of elasticity; stability calculations; Eymin = 850000 lb/in2 Member details Service condition; Dry Length of span 1; Ls1 = 65 ft Length of span 2; Ls2 = 12 ft Length of bearing; Lb = 12 in The beam is one of three or more repetitive members Section properties Cross sectional area of member; A = N ´ b ´ d = 272.13 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 1763.14 in3 Sy = d ´ (N ´ b)2 / 6 = 317.48 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 34271.10 in4 Iy = d ´ (N ´ b)3 / 12 = 1111.18 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 Format conversion factor for bending -Table 2.3.5; KFb = 2.54 Format conversion factor for tension -Table 2.3.5; KFt = 2.70 Format conversion factor for compression - Table 2.3.5 KFc = 2.40 Format conversion factor for shear -Table 2.3.5; KFv = 2.88 Format conversion factor for perp.compression - Table 2.3.5 KFc_perp = 1.67 Format conversion factor for modulus of elasticity - Table 2.3.5 KFE = 1.76 Time effect factor - Table N.3; l = 0.60 Temperature factor - Table 2.3.3; Ct = 1.00 Flat use factor - Table 5A; Cfu = 1.04 Bearing area factor - cl.3.10.4; Cb = 1.00 Length of beam between points of zero moment; L0 = 55 ft For species other than Southern Pine; x = 10 Volume factor - eq.5.3-1; CV = min((21 ft / L0)1/x ´ (12 in / d)1/x ´ (5.125 in / b)1/x, 1) = 0.78 Depth-to-breadth ratio; d / (N ´ b) = 5.55 Effective laterally unsupported span length; le = 8 ft Slenderness ratio for bending members - eq.3.3-5; Rb = Ö[le ´ d / (N ´ b)2] = 8.727 Adjusted bending design value for bending; Fb* = Fbx_pos ´ KFb ´ fb ´ l ´ CMb ´ Ct ´ Cc = 3109 lb/in2 Adjusted modulus of elasticity for member stability; Eymin' = Eymin ´ CME ´ Ct ´ KFE ´ fs = 1271600 lb/in2 Critical buckling design value for bending; FbE = 1.2 ´ Eymin' / Rb2 = 20035 lb/in2 Beam stability factor - eq.3.3-6 CL = [1 + (FbE / Fb*)] / 1.9 - Ö[([1 + (FbE / Fb*)] / 1.9)2 - (FbE / Fb*) / 0.95] = 0.99 Bearing perpendicular to grain - cl.3.10.2 1330 E Seventeenth St4/10/2025