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Aryam Design & Build Project 1513 McFadden Job Ref. 25073 Section GLB beam check Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date Length of beam between points of zero moment;L0 = 20 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) = 0.84 Depth-to-breadth ratio;d / (N  b) = 4.80 Effective laterally unsupported span length;le = 20 ft Slenderness ratio for bending members - eq.3.3-5;Rb = [le  d / (N  b)2] = 11.474 Adjusted bending design value for bending;Fb = Fbx_pos  CD  CMb  Ct  Cc = 2400 lb/in2 Adjusted modulus of elasticity for member stability;Eymin' = Eymin  CME  Ct = 850000 lb/in2 Critical buckling design value for bending;FbE = 1.2  Eymin' / Rb2 = 7747 lb/in2 Beam stability factor - eq.3.3-6 CL = [1 + (FbE / Fb)] / 1.9 - [([1 + (FbE / Fb)] / 1.9)2 - (FbE / Fb) / 0.95] = 0.98 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain;Fc_perp' = Fc_perp  Ct  Cb = 650 lb/in2 Applied compression stress perpendicular to grain;fc_perp = RA_max / (N  b  Lb) = 332 lb/in2 fc_perp / Fc_perp' = 0.511 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress;Fb' = Fbx_pos  CD  Ct  min(CL, CV)  Cc = 2017 lb/in2 Actual bending stress;fb = Mmax / Sx = 735 lb/in2 fb / Fb' = 0.365 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress;Fv' = Fv  CD  Ct = 265 lb/in2 Actual shear stress - eq.3.4-2;fv = 3  F / (2  A) = 41 lb/in2 fv / Fv' = 0.157 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection;E' = Ex  CME  Ct = 1800000 lb/in2 Design deflection;adm = 0.003  Ls1 = 2.016 in Total deflection;b_s1 = 1.014 in b_s1 / adm = 0.503 PASS - Total deflection is less than design deflection