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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 : 9 - FL AT LIVING <br />Loads(Downward+) <br />Beam Weight 17.5 plf from 0 ft to 19 ft <br />Roof Primary: (15+20)(11.2) = (DL=168.8PLF; LLr=225PLF) form 0 to 4.75 <br />Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 4.75 to 10.25 <br />Roof Primary: (15+20)(3.8) = (DL=56.2PLF; LLr=75PLF) form 10.25 to 19 <br />Exterior Wall: (15)(9) = (DL=135PLF) form 4.75 to 19 <br />Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 4.75 to 19 <br />Point load @ 4.75 : Load from beam 8 at Support 1(P1) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up Overstrength <br />1 5701/5701 0 5701 <br />2 5597/5596 0 5596 <br />USE 3 1/2" x 16" PSL <br /> Design with the seismic load effect with overstrength (Omega = 2.5) <br />Critcal Shear = 5700 LB @0' 1.5xV/(F'v x A)= 0.42 <br />F'v = 362, A = 56 <br />Critcal Moment = 28279 LB-FT @8.86' M/(F'b x S)= 0.62 <br />F'b = 3625, S = 149.33 <br /> Critical Deflection for TL = -0.77 INCH @ 9.29 L/240 = 0.95" <br /> Critical Deflection for LL = -0.307 INCH @ 9.29 L/360 = 0.633" <br />1 2 <br />P1 <br />Moment <br />Shear <br />Deflection <br />19' <br />BEAM : 10 - CANT. FL AT GARAGE <br />Loads(Downward+) <br />Beam Weight 11.9 plf from 0 ft to 13.5 ft <br />Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 13.5 <br />Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 13.5 <br />Roof Primary: (15+20)(9.8) = (DL=146.2PLF; LLr=195PLF) form 0 to 1.5 <br />Point load from Panel P2(Left) of Line A at @ 0(P1*) <br />Reactions (D+Lr+L/Max. Load comb.) <br />Bearing Down Up Overstrength <br />1 1926/10274 -1982 10274 <br />2 1043/2027 0 2027 <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 = -8181 LB @1.5' 1.5xV/(F'v x A)= 0.59 <br />F'v = 496, A = 41.56 <br />Critcal Moment = -11877 LB-FT @1.5' M/(F'b x S)= 0.46 <br />F'b = 3720, S = 82.26 <br /> Critical Deflection for TL = -0.195 INCH @ 7.25 L/240 = 0.6" <br /> Critical Deflection for LL = -0.103 INCH @ 7.25 L/360 = 0.4" <br />1 2 <br />P1* <br />Moment <br />Shear <br />Deflection <br />1.5'12' <br />(DL=1051#, LLr=150#, <br /> W=-652#, E=-714#) <br />Page 27 of 57 <br />1834 W Third St & <br />#2,33/21/2025