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Aryam Design & Build <br />Project <br />1513 McFadden <br />Job Ref. <br />25073 <br />Section <br />HVAC beam <br />Sheet no./rev. <br /> 2 <br />Calc. by Date Chk'd by Date App'd by Date <br />Roof Live  0.00 <br />Analysis results <br />Maximum moment;Mmax = 668 lb_ft;Mmin = 0 lb_ft <br />Design moment;M = max(abs(Mmax),abs(Mmin)) = 668 lb_ft <br />Maximum shear;Fmax = 334 lb;Fmin = -334 lb <br />Design shear;F = max(abs(Fmax),abs(Fmin)) = 334 lb <br />Total load on member;W tot = 668 lb <br />Reaction at support A;RA_max = 334 lb;RA_min = 334 lb <br />Unfactored seismic load reaction at support A;RA_Seismic = 442 lb <br />Unfactored dead load reaction at support A;RA_Dead = 25 lb <br />Reaction at support B;RB_max = 334 lb;RB_min = 334 lb <br />Unfactored seismic load reaction at support B;RB_Seismic = 442 lb <br />Unfactored dead load reaction at support B;RB_Dead = 25 lb <br />7. <br />2 <br />5 <br />' <br />' <br />3.5'' <br />3.5'' <br /> <br />Sawn lumber section details <br />Nominal breadth of sections;bnom = 4 in <br />Dressed breadth of sections;b = 3.5 in <br />Nominal depth of sections;dnom = 8 in <br />Dressed depth of sections;d = 7.25 in <br />Number of sections in member;N = 1 <br />Overall breadth of member;bb = N  b = 3.5 in <br />Species, grade and size classification;Douglas Fir-Larch, No.2 grade, 2'' & wider <br />Bending parallel to grain;Fb = 900 lb/in2 <br />Tension parallel to grain;Ft = 575 lb/in2 <br />Compression parallel to grain;Fc = 1350 lb/in2 <br />Compression perpendicular to grain;Fc_perp = 625 lb/in2 <br />Shear parallel to grain;Fv = 180 lb/in2 <br />Modulus of elasticity;E = 1600000 lb/in2 <br />Modulus of elasticity, stability calculations;Emin = 580000 lb/in2 <br />Mean shear modulus;Gdef = E / 16 = 100000 lb/in2 <br />Member details <br />Service condition;Dry <br />Length of span;Ls1 = 8 ft <br />Length of bearing;Lb = 3.5 in <br />Load duration;Ten years <br />Section properties <br />Cross sectional area of member;A = N  b  d = 25.37 in2