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Dong Engineering Inc. <br />2 ADU'S <br />512-514 HUYLARS LN, SANTA ANA, CA 92703 <br />Job #: 250195 <br />Date : 05/21/2025 <br />Plan : 1 <br />BEAM : 4 - CLG @ HALL <br />Loads(Downward+) <br />Beam Weight 5.5 plf from 0 ft to 17.5 ft <br />Point load @ 16.25 : Load from beam 1 at Support 1(P1) <br />Point load @ 16.25 : Load from beam 1B at Support 1(P2) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up <br />1 149/149 0 <br />2 1932/1932 0 <br />USE 2-2 x 8 <br />Critcal Shear = -1932 LB @16.25' 1.5xV/(F'v x A)= 0.57 <br />F'v = 225, A = 22.5 <br />Critcal Moment = 2415 LB-FT @16.25' M/(F'b x S)= 0.7 <br />F'b = 1462, S = 28.12 <br /> Critical Deflection for TL = -0.512 INCH @ 10.05 L/240 = 0.875" <br /> Critical Deflection for LL = -0.291 INCH @ 10.05 L/360 = 0.583" <br />1 2 <br />P1P2 <br />Moment <br />Shear <br />Deflection <br />17.5' <br />BEAM : 5 - CLG @ LIVING <br />Loads(Downward+) <br />Beam Weight 6.2 plf from 0 ft to 4.25 ft <br />Roof Primary: (18+20)(16.5) = (DL=297PLF; LLr=330PLF) form 0 to 4.25 <br />Point load @ 0.5 : Load from beam 4 at Support 1(P1) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up <br />1 1477/1477 0 <br />2 1363/1363 0 <br />USE 4 x 8 <br />Critcal Shear = 1477 LB @0' 1.5xV/(F'v x A)= 0.39 <br />F'v = 225, A = 25.38 <br />Critcal Moment = 1464 LB-FT @2' M/(F'b x S)= 0.39 <br />F'b = 1462, S = 30.66 <br /> Critical Deflection for TL = -0.027 INCH @ 2 L/240 = 0.212" <br /> Critical Deflection for LL = -0.014 INCH @ 2 L/360 = 0.142" <br />1 2 <br />P1 <br />Moment <br />Shear <br />Deflection <br />4.25' <br />19 of 26