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Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:FB-2 (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 = 10.0 ft 1 0.201 0.158 1.25 1.000 1.00 1.00 1.00 4.49 729.96 3625.00 1.50 362.501.00 57.13 <br />1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.0 ft 1 0.219 0.171 1.15 1.000 1.00 1.00 1.00 4.49 729.96 3335.00 1.50 333.501.00 57.13 <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 = 10.0 ft 1 0.117 0.091 1.60 1.000 1.00 1.00 1.00 3.33 541.98 4640.00 1.11 464.001.00 42.14 <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 = 10.0 ft 1 0.157 0.123 1.60 1.000 1.00 1.00 1.00 4.49 729.96 4640.00 1.50 464.001.00 57.13 <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 = 10.0 ft 1 0.157 0.123 1.60 1.000 1.00 1.00 1.00 4.49 729.96 4640.00 1.50 464.001.00 57.13 <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 = 10.0 ft 1 0.070 0.054 1.60 1.000 1.00 1.00 1.00 2.00 325.19 4640.00 0.66 464.001.00 25.28 <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 = 10.0 ft 1 0.461 0.287 1.60 1.000 1.00 1.00 1.00 13.17 2,141.31 4640.00 3.49 464.001.00 133.00 <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 = 10.0 ft 1 0.198 0.165 1.60 1.000 1.00 1.00 1.00 5.67 921.02 4640.00 2.01 464.001.00 76.56 <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 = 10.0 ft 1 0.415 0.270 1.60 1.000 1.00 1.00 1.00 11.85 1,925.38 4640.00 3.29 464.001.00 125.28 <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 = 10.0 ft 1 0.080 0.121 1.60 1.000 1.00 1.00 1.00 2.29 371.94 4640.00 1.48 464.001.00 56.31 <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 = 10.0 ft 1 0.382 0.224 1.60 1.000 1.00 1.00 1.00 10.91 1,772.87 4640.00 2.73 464.001.00 103.86 <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 = 10.0 ft 1 0.278 0.176 1.60 1.000 1.00 1.00 1.00 7.93 1,288.79 4640.00 2.14 464.001.00 81.48 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+0.750L+0.750S+0.5250E+H 1 0.1334 4.927 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 2.513 2.227 <br />Overall MINimum 1.271 0.939 <br />+D+H 1.359 1.303 <br />+D+L+H 2.008 1.877 <br />+D+Lr+H 1.359 1.303 <br />+D+S+H 1.359 1.303 <br />+D+0.750Lr+0.750L+H 1.846 1.734 <br />+D+0.750L+0.750S+H 1.846 1.734 <br />+D+0.60W+H 1.359 1.303 <br />+D+0.750Lr+0.750L+0.450W+H 1.846 1.734 <br />+D+0.750L+0.750S+0.450W+H 1.846 1.734 <br />+0.60D+0.60W+0.60H 0.815 0.782 <br />+D+0.70E+0.60H 2.248 1.960 <br />+D+0.750L+0.750S+0.5250E+H 2.513 2.227 <br />+0.60D+0.70E+H 1.705 1.439 <br />D Only 1.359 1.303 <br />L Only 0.649 0.575 <br />E Only 1.271 0.939 <br />H Only