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Wood Beam <br />EC + Associates EngineeringLic. # : KW-06019792 <br />DESCRIPTION:FB-1 (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 0.077 0.083 1.25 1.000 1.00 1.00 1.00 1.71 277.44 3625.00 0.79 362.501.00 30.06 <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 = 6.0 ft 1 0.083 0.090 1.15 1.000 1.00 1.00 1.00 1.71 277.44 3335.00 0.79 333.501.00 30.06 <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 0.044 0.047 1.60 1.000 1.00 1.00 1.00 1.25 202.47 4640.00 0.58 464.001.00 21.94 <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 0.060 0.065 1.60 1.000 1.00 1.00 1.00 1.71 277.44 4640.00 0.79 464.001.00 30.06 <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 0.060 0.065 1.60 1.000 1.00 1.00 1.00 1.71 277.44 4640.00 0.79 464.001.00 30.06 <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 0.026 0.028 1.60 1.000 1.00 1.00 1.00 0.75 121.48 4640.00 0.35 464.001.00 13.16 <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 0.114 0.094 1.60 1.000 1.00 1.00 1.00 3.25 527.60 4640.00 1.14 464.001.00 43.55 <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 0.067 0.094 1.60 1.000 1.00 1.00 1.00 1.90 308.67 4640.00 1.14 464.001.00 43.55 <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 0.108 0.100 1.60 1.000 1.00 1.00 1.00 3.09 502.46 4640.00 1.21 464.001.00 46.27 <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 0.038 0.100 1.60 1.000 1.00 1.00 1.00 1.09 176.90 4640.00 1.21 464.001.00 46.27 <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 0.061 1.60 1.000 1.00 1.00 1.00 2.78 452.23 4640.00 0.75 464.001.00 28.38 <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 0.080 0.061 1.60 1.000 1.00 1.00 1.00 2.28 370.25 4640.00 0.75 464.001.00 28.38 <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 0.0158 3.109 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 1.283 2.184 <br />Overall MINimum 0.276 1.934 <br />+D+H 0.830 0.830 <br />+D+L+H 1.240 1.240 <br />+D+Lr+H 0.830 0.830 <br />+D+S+H 0.830 0.830 <br />+D+0.750Lr+0.750L+H 1.138 1.138 <br />+D+0.750L+0.750S+H 1.138 1.138 <br />+D+0.60W+H 0.830 0.830 <br />+D+0.750Lr+0.750L+0.450W+H 1.138 1.138 <br />+D+0.750L+0.750S+0.450W+H 1.138 1.138 <br />+0.60D+0.60W+0.60H 0.498 0.498 <br />+D+0.70E+0.60H 1.024 2.184 <br />+D+0.750L+0.750S+0.5250E+H 1.283 2.153 <br />+0.60D+0.70E+H 0.692 1.852 <br />D Only 0.830 0.830 <br />L Only 0.410 0.410 <br />E Only 0.276 1.934 <br />H Only