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Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:FB-10 (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 = 8.50 ft 1 0.171 0.147 1.15 1.000 1.00 1.00 1.00 3.50 569.30 3335.00 1.29 333.501.00 49.04 <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 = 8.50 ft 1 0.084 0.072 1.60 1.000 1.00 1.00 1.00 2.38 387.64 4640.00 0.88 464.001.00 33.39 <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 = 8.50 ft 1 0.123 0.106 1.60 1.000 1.00 1.00 1.00 3.50 569.30 4640.00 1.29 464.001.00 49.04 <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 = 8.50 ft 1 0.123 0.106 1.60 1.000 1.00 1.00 1.00 3.50 569.30 4640.00 1.29 464.001.00 49.04 <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 = 8.50 ft 1 0.050 0.043 1.60 1.000 1.00 1.00 1.00 1.43 232.59 4640.00 0.53 464.001.00 20.04 <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 = 8.50 ft 1 0.096 0.082 1.60 1.000 1.00 1.00 1.00 2.73 444.14 4640.00 1.00 464.001.00 38.26 <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 = 8.50 ft 1 0.096 0.082 1.60 1.000 1.00 1.00 1.00 2.73 444.14 4640.00 1.00 464.001.00 38.26 <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 = 8.50 ft 1 0.132 0.114 1.60 1.000 1.00 1.00 1.00 3.76 611.67 4640.00 1.38 464.001.00 52.69 <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 = 8.50 ft 1 0.132 0.114 1.60 1.000 1.00 1.00 1.00 3.76 611.67 4640.00 1.38 464.001.00 52.69 <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 = 8.50 ft 1 0.038 0.033 1.60 1.000 1.00 1.00 1.00 1.08 176.09 4640.00 0.40 464.001.00 15.17 <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 = 8.50 ft 1 0.038 0.033 1.60 1.000 1.00 1.00 1.00 1.08 176.09 4640.00 0.40 464.001.00 15.17 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L+H 1 0.0555 4.281 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 1.824 1.824 <br />Overall MINimum 0.701 0.280 <br />+D+H 1.122 1.122 <br />+D+L+H 1.824 1.824 <br />+D+Lr+H 1.122 1.122 <br />+D+S+H 1.122 1.122 <br />+D+0.750Lr+0.750L+H 1.648 1.648 <br />+D+0.750L+0.750S+H 1.648 1.648 <br />+D+0.60W+H 1.122 1.122 <br />+D+0.750Lr+0.750L+0.450W+H 1.648 1.648 <br />+D+0.750L+0.750S+0.450W+H 1.648 1.648 <br />+0.60D+0.60W+0.60H 0.673 0.673 <br />+D+0.70E+0.60H 1.122 1.318 <br />+D+0.750L+0.750S+0.5250E+H 1.648 1.795 <br />+0.60D+0.70E+H 0.673 0.869 <br />D Only 1.122 1.122 <br />L Only 0.701 0.701 <br />E Only 0.000 0.280 <br />H Only