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Dong Engineering Inc. NEW MAIN HOUSE & ADU 1834 W.3RD ST, SANTA ANA, CA 92703 Job #: 240051 Date : 01/07/2025 Plan : 1 BEAM : 9 - FL AT LIVING Loads(Downward+) Beam Weight 17.5 plf from 0 ft to 15.5 ft Roof Primary: (15+20)(11.2) = (DL=168.8PLF; LLr=225PLF) form 0 to 4.75 Roof Primary: (15+20)(5.8) = (DL=86.2PLF; LLr=115PLF) form 4.75 to 10.25 Roof Primary: (15+20)(3.8) = (DL=56.2PLF; LLr=75PLF) form 10.25 to 15.5 Exterior Wall: (15)(9) = (DL=135PLF) form 4.75 to 15.5 Rafter Vaulted: (13+20)(8.8) = (DL=113.8PLF; LLr=175PLF) form 4.75 to 15.5 Point load @ 4.75 : Load from beam 8 at Support 1(P1) Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up Overstrength 1 4727/4727 0 4727 2 4780/4781 0 4781 USE 3 1/2" x 16" PSL Design with the seismic load effect with overstrength (Omega = 2.5) Critcal Shear = -4780 LB @15.5' 1.5xV/(F'v x A)= 0.35 F'v = 362, A = 56 Critcal Moment = 20031 LB-FT @7.23' M/(F'b x S)= 0.44 F'b = 3625, S = 149.33 Critical Deflection for TL = -0.361 INCH @ 7.58 L/240 = 0.775" Critical Deflection for LL = -0.145 INCH @ 7.58 L/360 = 0.517" 1 2 P1 Moment Shear Deflection 15.5' BEAM : 9A - AT STAIR Loads(Downward+) Beam Weight 6.2 plf from 0 ft to 4 ft Exterior Wall: (15)(9) = (DL=135PLF) form 0 to 4 Roof Primary: (15+20)(4) = (DL=60PLF; LLr=80PLF) form 0 to 4 Rafter Vaulted: (13+20)(6.5) = (DL=84.5PLF; LLr=130PLF) form 0 to 4 Reactions (D+Lr+L/Max. Load comb.) Bearing Down Up 1 991/991 0 2 991/991 0 USE 4 x 8 Critcal Shear = 991 LB @0' 1.5xV/(F'v x A)= 0.26 F'v = 225, A = 25.38 Critcal Moment = 991 LB-FT @2' M/(F'b x S)= 0.26 F'b = 1462, S = 30.66 Critical Deflection for TL = -0.016 INCH @ 2 L/240 = 0.2" Critical Deflection for LL = -0.007 INCH @ 2 L/360 = 0.133" 1 2 Moment Shear Deflection 4' Page 27 of 57 1834 W Third St & #2,33/21/2025