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Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:FB-9 (OMEGA = 2.5) <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 <br />File: 24-101 1142 S CLARA ST ADU BEAMS.ec6 <br />Project Title:Sanchez Residence <br />Engineer:VDR <br />Project ID:24-101 <br />Project Descr:New ADU Unit <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />1.00Length = 6.0 ft 1 0.054 0.058 1.15 1.000 1.00 1.00 1.00 1.10 178.70 3335.00 0.51 333.501.00 19.36 <br />1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.035 0.038 1.60 1.000 1.00 1.00 1.00 1.01 164.07 4640.00 0.47 464.001.00 17.78 <br />1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.039 0.042 1.60 1.000 1.00 1.00 1.00 1.10 178.70 4640.00 0.51 464.001.00 19.36 <br />1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.039 0.042 1.60 1.000 1.00 1.00 1.00 1.10 178.70 4640.00 0.51 464.001.00 19.36 <br />1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.021 0.023 1.60 1.000 1.00 1.00 1.00 0.61 98.44 4640.00 0.28 464.001.00 10.67 <br />1.00+1.146D+1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.113 0.205 1.60 1.000 1.00 1.00 1.00 3.22 523.49 4640.00 2.50 464.001.00 95.31 <br />1.00+1.146D-1.750E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.059 0.125 1.60 1.000 1.00 1.00 1.00 1.69 275.24 4640.00 1.52 464.001.00 57.79 <br />1.00+1.109D+0.750L+0.750S+1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.093 0.167 1.60 1.000 1.00 1.00 1.00 2.65 431.54 4640.00 2.03 464.001.00 77.51 <br />1.00+1.109D+0.750L+0.750S-1.313E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.037 0.082 1.60 1.000 1.00 1.00 1.00 1.04 169.76 4640.00 1.00 464.001.00 38.27 <br />1.00+0.4543D+1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.097 0.179 1.60 1.000 1.00 1.00 1.00 2.76 448.24 4640.00 2.18 464.001.00 83.02 <br />1.00+0.4543D-1.750E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.0 ft 1 0.075 0.147 1.60 1.000 1.00 1.00 1.00 2.15 350.00 4640.00 1.79 464.001.00 68.14 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+0.70E+0.60H 1 0.0122 3.175 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Overall MAXimum 0.888 1.460 <br />Overall MINimum 0.296 1.124 <br />+D+H 0.673 0.673 <br />+D+L+H 0.753 0.753 <br />+D+Lr+H 0.673 0.673 <br />+D+S+H 0.673 0.673 <br />+D+0.750Lr+0.750L+H 0.733 0.733 <br />+D+0.750L+0.750S+H 0.733 0.733 <br />+D+0.60W+H 0.673 0.673 <br />+D+0.750Lr+0.750L+0.450W+H 0.733 0.733 <br />+D+0.750L+0.750S+0.450W+H 0.733 0.733 <br />+0.60D+0.60W+0.60H 0.404 0.404 <br />+D+0.70E+0.60H 0.880 1.460 <br />+D+0.750L+0.750S+0.5250E+H 0.888 1.323 <br />+0.60D+0.70E+H 0.611 1.191 <br />D Only 0.673 0.673 <br />L Only 0.080 0.080 <br />E Only 0.296 1.124 <br />H Only