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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 : 2A - CLG @ LIVING <br />Loads(Downward+) <br />Beam Weight 12.7 plf from 0 ft to 15.25 ft <br />Roof Rafter: (14+20)(7.8~4.2) = (DL=108.5~59.5PLF; LLr=155~85PLF) form 0 to 6.75 <br />Ceiling Joist DL: (4)(1.3) = (DL=5.3PLF) form 0 to 15.25 <br />Point load @ 6.75 : Load from beam 1A at Support 1(P1) <br />Point load @ 6.75 : Load from beam 1B at Support 2(P2) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up <br />1 2419/2419 0 <br />2 1350/1350 0 <br />USE 6 x 10 <br />Critcal Shear = 2419 LB @0' 1.5xV/(F'v x A)= 0.32 <br />F'v = 212, A = 52.25 <br />Critcal Moment = 10317 LB-FT @6.75' M/(F'b x S)= 0.88 <br />F'b = 1688, S = 82.73 <br /> Critical Deflection for TL = -0.614 INCH @ 7.33 L/240 = 0.762" <br /> Critical Deflection for LL = -0.333 INCH @ 7.33 L/360 = 0.508" <br />1 2 <br />P1P2 <br />Moment <br />Shear <br />Deflection <br />15.25' <br />BEAM : 3 - HDR @ LIVING <br />Loads(Downward+) <br />Beam Weight 7.9 plf from 0 ft to 6.25 ft <br />Roof Rafter: (14+20)(7~4) = (DL=98~56PLF; LLr=140~80PLF) form 0 to 6.25 <br />Ceiling Joist DL: (4)(7.5) = (DL=30PLF) form 0 to 6.25 <br />Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 6.25 <br />Point load @ 2.5 : Load from beam 2A at Support 2(P1) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up <br />1 1659/1660 0 <br />2 1283/1283 0 <br />USE 4 x 10 <br />Critcal Shear = 1659 LB @0' 1.5xV/(F'v x A)= 0.34 <br />F'v = 225, A = 32.38 <br />Critcal Moment = 3235 LB-FT @2.5' M/(F'b x S)= 0.57 <br />F'b = 1350, S = 49.91 <br /> Critical Deflection for TL = -0.055 INCH @ 3 L/240 = 0.312" <br /> Critical Deflection for LL = -0.026 INCH @ 3 L/360 = 0.208" <br />1 2 <br />P1 <br />Moment <br />Shear <br />Deflection <br />6.25' <br />18 of 26