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Job #: 240051 <br />Date : 07/17/2024 <br />Plan : 1 <br />Dong Engineering Inc. <br />NEW MAIN HOUSE & JADU <br />1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 <br />BEAM : 7 - HDR AT GARAGE <br />Loads(Downward+) <br />Beam Weight 11.9 plf from 0 ft to 16.25 ft <br />Roof Primary: (15+20)(4.5) = (DL=67.5PLF; LLr=90PLF) form 0 to 13.25 <br />Exterior Wall: (15)(2) = (DL=30PLF) form 0 to 16.25 <br />Point load @ 13.25 : Load from beam 6 at Support 1(P1) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up <br />1 1968/1841 0 <br />2 2915/2558 0 <br />USE 3 1/2" x 11 7/8" LSL <br />Critcal Shear = -2558 LB @16.25' 1.5xV/(F'v x A)= 0.24 <br />F'v = 388, A = 41.56 <br />Critcal Moment = 8527 LB-FT @9.81' M/(F'b x S)= 0.43 <br />F'b = 2906, S = 82.26 <br /> Critical Deflection for TL = -0.539 INCH @ 8.43 L/240 = 0.812" <br /> Critical Deflection for LL = -0.222 INCH @ 8.43 L/360 = 0.542" <br />1 2 <br />P1 <br />Moment <br />Shear <br />Deflection <br />16.25' <br />BEAM : 8 - FL AT DINING <br />Loads(Downward+) <br />Beam Weight 11.9 plf from 0 ft to 11.25 ft <br />Exterior Wall: (15)(9~13) = (DL=135~195PLF) form 0 to 11.25 <br />Roof Primary: (15+20)(1.3) = (DL=20PLF; LLr=26.7PLF) form 0 to 11.25 <br />Point load from Panel P1(Left) of Line 1 at @ 7.5(P1*) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up Overstrength <br />1 1201/2981 0 2981 <br />2 1314/4895 -265 4895 <br />USE 3 1/2" x 11 7/8" LSL <br /> Design with the seismic load effect with overstrength (Omega = 2.5) <br />Critcal Shear = -4895 LB @11.25' 1.5xV/(F'v x A)= 0.35 <br />F'v = 496, A = 41.56 <br />Critcal Moment = 16595 LB-FT @7.5' M/(F'b x S)= 0.65 <br />F'b = 3720, S = 82.26 <br /> Critical Deflection for TL = -0.214 INCH @ 6 L/240 = 0.562" <br /> Critical Deflection for LL = -0.121 INCH @ 6 L/360 = 0.375" <br />1 2 <br />P1* <br />Moment <br />Shear <br />Deflection <br />11.25' <br />(DL=957#, LLr=478#, LL=680#) <br />Page 26 of 57 <br />1834 W Third St & <br />#2,33/21/2025