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Job #: 240051 Date : 07/17/2024 Plan : 1 Dong Engineering Inc. NEW MAIN HOUSE & JADU 1834 W.3RD ST, UNIT 2, SANTA ANA, CA 92703 BEAM : 17 - FL AT BED 1 Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 14 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 14 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 14 Floor Primary: (13+40)(0.8) = (DL=10.4PLF; LL=32PLF) form 0 to 14 Point load @ 12.75 : Load from beam 3 at Support 1(P1) Point load @ 1 : Load from beam 4A at Support 1(P3) Point load from Panel P1(Right) of Line 2 at @ 2(P2*) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 5672/5447 0 5447 2 1949/1933 0 1933 USE 3 1/2" x 11 7/8" LSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = 5447 LB @0' 1.5xV/(F'v x A)= 0.5 F'v = 388, A = 41.56 Critcal Moment = 6080 LB-FT @6.25' M/(F'b x S)= 0.38 F'b = 2325, S = 82.26 Critical Deflection for TL = -0.354 INCH @ 6.74 L/240 = 0.7" Critical Deflection for LL = -0.098 INCH @ 6.74 L/360 = 0.467" 1 2 P1P3P2* Moment Shear Deflection 14' BEAM : 18 - FL AT JADU BED Loads(Downward+) Beam Weight 11.9 plf from 0 ft to 10.5 ft Roof Primary: (15+20)(1) = (DL=15PLF; LLr=20PLF) form 0 to 10.5 Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 10.5 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 0.75 to 10.5 Point load @ 0.75 : Load from beam 3 at Support 2(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 2701/2701 0 2 2071/2070 0 USE 3 1/2" x 11 7/8" LSL Critcal Shear = 2700 LB @0' 1.5xV/(F'v x A)= 0.25 F'v = 388, A = 41.56 Critcal Moment = 5591 LB-FT @5' M/(F'b x S)= 0.28 F'b = 2906, S = 82.26 Critical Deflection for TL = -0.149 INCH @ 5.25 L/240 = 0.525" Critical Deflection for LL = -0.054 INCH @ 5.25 L/360 = 0.35" 1 2 P1 Moment Shear Deflection 10.5' (DL=345#, LLr=327#) (DL=1992#, LLr=2241#) (DL=453#, LLr=446#) Page 32 of 57 1834 W Third St & #2,33/21/2025